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1097
GEOTECH pE-RMj-rC0U
CONSULTANTS I NC NTER MEMORANDUM
A
13256 N.E. 20th St. (Northup Way)
Suite 16
Bellevue, WA 98005
To GAVv—, (206) 747-5618
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EXPIRES
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LANDAU
ASSOCIATES,
INC.
Geoenvironmental Engineering and -rechnologies
City of Edmonds
250 5th Avenue North
Edmonds, WA 98020
Attention: Mr. Ed Somers
Associate City Planner
RECtIVEO
OEC -6.1991
I P.11%1�11111 DEPT.
RE: GEOTECHNIC VIEW COMMENTS
gSED SAND S BDIVISION
8114 =88THkV=UE WEST
.ASU
ED _ I
December 6, 1991
In accordance with your request, we have completed a geotechnical review of the
proposed Sand short subd ivision. The project is located southwest of the intersection of 88th
Avenue West and Olympic View Drive in Edmonds, Washington.
A geotechnical report prepared by Couvrette Geotechnical Engineering (Couvrette) for
Albert and Norma Sand, dated June 13, 1991, was submitted for review. A site Plan showing
site topography and the proposed subdivision scheme was presented in the geotechnical report.
However, plans showing proposed grading, site drainage, location and design of retaining
structures, or other related features were not provided at the time of our review. A brief site
reconnaissance was conducted on October 17,1991 by a geotechnical engineer from our firm to
observe surficial conditions described in the geotechnical report.
The purpose of our review was to determine if the findings, conclusions, and
recommendations presented in the geotechnical report adequately characterize site conditions,
appropriately address the planned development scheme, and are consistent with the
requirements set forth in City Ordinance 2661. Our evaluation and comments are restricted to
geotechnical concerns and related issues.
Our understanding of the proposed project is based on information provided in the
Couvrette geotechnical report. According to that report, the short subdivision will create four
residential lots, two in the northern portion of the property and two in the southern portion.
As presently drawn, the northern lots will be accessed from Olympic View Drive and the
southern lots will be accessed from 88th Avenue West. Site development will apparently involve
cutting and filling on all four lots, with potentially significant filling proposed for portions of the
P.O. BOX 1029 - EDMONDS, WASHINGTON 98020-9129 - (206) 778-0907 - FAX (206) 778-6409
northern lots. According to the report, the applicant apparently expects some grading of each
lot to be accomplished by the individual home builder.
Our site reconnaissance was conducted from the streets along the east and north edges
of the property. While most of the site was visible from those streets, features over the extreme
southwestern portion of the property were not observed during the reconnaissance. General site
topography, vegetation, and surficial features were noted.
Where observed, site topography, vegetation, and surface conditions are generally as
described in the geotechnical report. The property encompasses the upper branch of a relatively
steep drainage ravine which extends northwest to Puget Sound. An approximately 15 ft high
fill embankment supporting Olympic View Drive separates the property from the lower portion
of the ravine. Drainage originating upslope or within the property is channelled by a culvert
through the embankment. Some wet areas were observed onsite along the middle and lower
portions of the ravine at the time of our visit.
The ravine extends downward from the southeast comer to the northwest comer of the
property, with relatively steep sides over most of -its length. The ravine ends abruptly at the
southeast comer,of the property� indicating that the ravine may have extended further upslope
and may have been filled during development of the existing residential area to the south and
east. Water was not observed within the upper portion of the ravine at the southeast comer of
the property during our reconnaissance. Consequently, the wet areas observed in the ravine
probably were the result of groundwater seepage within the property.
The Couvrette geotechnical report is identified as preliminary in nature. Discussion and
recommendations are included in' the report related to site preparation and grading, structural
fill, shoring and temporary cuts, foundation and slab support, retaining walls, and geogrid
reinforced soil. Findings and recommendations presented in the report are based on near -surface
conditions encountered in eight relatively shallow test pits excavated by a backhoe. The test pits
were logged by an unidentified geologist subcontracted to Couvrette.
While specific site development plans were not available at the time the report was
prepared, most of the recommendations are quite specific, particularly those relating to
foundation and slab support, lateral earth pressures, and placement of structural fill. However,
several issues which may also be of concern are not addressed. These issues include temporary
and permanent cut and fill slopes, control of groundwater seepage, placement of fill over
potentially unstable soil or possible seepage zones, and sequencing site development, including
the installation of common versus lot -specific improvements.
12/06/91 EDMONM\SANMHOELLET - 2
LANDAU ASSOCIATES, INC.
Conditions described on the test pit logs appear to be consistent with geologic and hydro -
geologic conditions within the vicinity of the property. These conditions typically include
deposits of glacially consolidated silt with weathered and fractured zones, deposits of glacially
derived granular soil, and perched groundwater and seepage zones. A surface mantle of
variable thicknesses of fill, slope wash, and/or slide debris is also typically found in the area.
The test pit logs provide limited information regarding the overall stratigraphy for what
is a relatively steep property. However, it is our opinion that conditions described on the logs
clearly indicate that portions of the property have been unstable in the past, and that conditions
presently exist which could lead to future instability. The report does not specifically address
existing overall*,site stability nor does it fully address the impact of anticipated development on
site stability or the stability of adjacent properties.
As described on the logs, the silt encountered on the property is generally fractured, with
zones of significant jointing and slickensided surfaces. Evidence of shearing and landsliding
within the fractured silt was reported on the logs for Test Pits 1, 5, 7, and 8. Some of the jointed
zones were described as wet. The report describes shallow slide scarps along the south property
line and a possible slide area at the location of Test Pit 4.
According to the logs, groundwater seepage was noted between approximate Elevations
240 and 254. During our site visit, moisture was observed in the drainage ravine below an
elevation estimated at about 240 ft. The presence of horsetails on most of the property suggests
a year-round, near -surface groundwater condition.
Considering the above described conditions, it is our opinion that the site is subject to
potential future instability and, therefore, most provisions of Ordinance 2661 should be applied
to the property. Since the geotechnical report does not specifically address overall site stability
or the full impact of site development on slope stability, we recommend that the geotechnical
engineer provide a complete assessment of overall site stability. As provided in the Meadowdale
Site Evaluation Checklist, Geotechnical Report Guidelines, the report should "contain the
geotechnical engineer's opinions, conclusions, and recommendations on the present stability of
the site; the stability during construction; and the stability after the proposed development is
completed." The Guidelines further require that the "geotechnical engineer's opinion should be
stated in terms of percentage of risk at each of the above stages of development and the potential
for damage to abutting properties."
12/06/91 EDM0NM\SAN1DSH0R.LET 3
,LANDAU ASSOCIATES, INC,
Much of Ordinance 2661 is directed at the Meadowdale Landslide area, which has been
previously mapped for types of landslides and probability of future landslide movement. The
subject site has not been so mapped; hence, the type(s) of possible landslides and their percent
probability of future movement have not been clearly established. While the proposed
development does not appear to justify a comprehensive "Meadowdale" type of study, the
applicants' geotechnical engineer must, at a minimum, establish and document the following:
1) the type(s), depth(s) and lateral dimensions of existing landslides; 2) the approximate age(s)
of the slides (in a relative sense); 3) what, if anything, has been done to modify and/or stabilize
existing landslides;,and 4) the relative risk of future movement before, during, and after site
development (both common improvements and site -specific work). Test borings, including
piezometers, will probably be required to properly address these issues.
Issues pertaining to slope stability are the primary geotechnical concerns at this site.
Specific comments regarding these and other issues follow:
1. Site grading will require temporary and permanent cuts and fills for house pads and
access drives. Recommendations regarding temporary and permanent slope
inclinations should be provided by the geotechnical engineer. - Of particular
importance are acceptable inclinations for cuts made in the fractured silt and
overlying fill or slide debris found over portions of the site. Cut quantities need to
be provided.
2. Fill placement during preparation of house pads and access drives could occur over
potentially unstable soil. Recommendations for fill placement should include
identification of subgrade soil conditions suitable for accepting fill and should
discourage sidecast filling. Fill quantities need to be provided.
3. In steep slope areas, control of surface water drainage and groundwater is particularly
important. The Couvrette geotechnical report provides recommendations for drainage
behind subgrade walls and roof drainage, including recommendations that subgrade
drainage systems be tightlined to appropriate collection and disposal systems and that
roof drainage be independently routed by tightline to appropriate discharge points
down slope. Specific drainage provisions for dealing with proposed cuts and fills
have not been provided. While exact placement of. these drains, if required, may have
to be accomplished during construction, the project plans must identify the type(s) of
drains (i.e., french, horizontal) and approximate extent. Potential dewatering effects
of such drains on neighboring properties must be evaluated.
We recommend that the City require the submittal of complete Grading and Drainage
Plans for this development. The plans must clearly identify "common" versus "lot -specific"
improvements. The location and interaction, of planned cuts, fills, retaining structures, erosion
control measures, placement of driveways, and surface and subsurface drainage provisions
12/06/91 EDMONDS\SANDSHOKLET 4
LANDAU ASSOCIATES, INC.
should be considered and evaluated to detennine that the planned site development improves
existing slope stability conditions. The Plans should include design details for proposed
temporary and permanent retaining structures, temporary and pen-nanent erosion control
measures, and drainage systems.
The Couvrette geotechnical report states that the proposed development is possible,
provided existing slope stability is increased or maintained. On the same page, the report notes
that one landslide, in close proximity to a proposed house pad, may be less than 10 years old.
In our opinion, construction on a hillside where such recent slides have occurred, with the intent
of maintaining this same level of stability, is contrary to the intent of Ordinance 2661. On that
basis, we recommend the City allow development of the property only under the condition of
improved site stability.
Please call if you have questions concerning this review, or require the services of Landau
Associates for subsequent review services.
WDE/JWG/sms
No. 74-32.10
12/06/91 EDMONDS\SANDSHOELLET 5
LANDAU ASSOCIATES, INC.
By:
William D. Evans, CPG
Project Manager
and
Wade Gilbert, PE
Ser-dor Staff Engineer
LANDAU ASSOCIATES, INC.
OEOrrECH
CONSULTANTS, INC.
13256 N.E. 20th St. (Northup Way), Suite 16
Bellevue, WA 98005
(206) 747-5618
FAX 747-8561
Garbe-Weller Construction Company
12616 - 49th Avenue West
Mukilteo, Washington 98 98275-5600
Attention: John Garbe
April 29,1996
CITY C^T% JN 97016
wirY
Subject: Review of Plans
Proposed Single -Family Residence
Lot 1, 88th Avenue West and Olympic View Drive
Edmonds, Washington
Dear Mr. Garbe:
We have completed a general review of the geotechnical aspects of the plans and specifications for
the proposed residence -to be constructed at the subject site. ' The plans we initially reviewed
included Sheets 1 through 7. Design Consultants prepared these plans, which were dated March
31, 1997. A small site plan was also given to us that was not attached to the plans. We completed
a geotechnical engineering considerations letter for this site on January 22, 1997.
We initially reviewed the project plans in mid -April. However, at that time, it was unclear to us if the
foundation walls for the residence had been designed per the recommendations in our letter.
Therefore, we asked that the structural engineer verify this. On April 28, 1997, we received
confirmation from the structural engineer that our design parameters had been used for the
foundation wall design.
The wall details on Sheet 6 of the plans illustrate a footing drain. However, this drain detail is not
complete. We recommend- that the detail given in our letter be used for the footing drain
installation. Lastly, we had recommended that a 4-foot-deep trench drain, which should be installed
similar to a footing drain, be installed above the south ' eastern side of the residence. The actual
location of this drain can be decided during construction, but the contractor should be prepared to
instali this drain. No drain deiaii was given in the project, plans or on the site plan.
In our judgement, with the exception of the above clarifications, the plans conform to the
recommendations in our geotechnical engineering report. If there are any questions regarding this
letter, please cal.
i�FRT
A 8
, 41. A Respectfully submitted,
29740
GIs' V,
ffZ01RES I (T—Z� —q 7
bRW:arw
GEOTECH CONSULTANTS, INC.
D. Robert Ward, P.E.
Associate
M AV 2 8 1997
PERMIT COUNTER
levozi- /im (XJ
T E C H
_',L,NSLJ1._`FANTS, INC.
_kptii St, tNoilhup Wzt�,), SUitQ 16
A 1)?�Uon
-5 .6, 1 h
7 7 -�-, 56 1
Garbe - Weller Construction Company
12616 - 49th Avenue West
Mukilieo, Washington 98275-5600
CITY Copy January 22, 1997
A 97016
Subjecti Geotechnical Engineering Considerations
Proposed Residence
88th Avenue West and Olympic View Drive
Edmonds, Washington
Dear Mr. Garbe:
Fhe subj . ect property, Lot 1, is part of a four -lot short -plat at the northwestern corner of 88th
/\venUe West and Olympic View Drive in Edmonds. Lot 1 is located at the southeastern corner of
the plat and has frontage on its eastern side along 88th Avenue West. The short -plat is currently
cleveloped with utilities and an east -west paved driveway that connects all lots to 88th Avenue
�A,Iest. In addition, a residence as been constructed to the north of the subject lot, on Lot 2.
vVe %,vere provided with a proposed grading and site utility plan that includes original site
topography. The plan v.!as pr�apared by Shawn O'Brien prior to the plat development. We made a
site visit on January 16, '1997 and observed that the existing driveway and site utilities appear to
conform to the plan.
Lot 1 appears to have been altered only minimally from the original topography shown on the plan.
Sorne fill soils may have been placed on the middle and northern portions of the lot. The lowest
area of the site is at the northern property line. A moderate, west -facing slope is located on the
eastern side of the lot, while an approximate 10- to 15-foot-high, north -facing slope is located on
the southern side. The steepness of this slope has been influenced by the apparent placement of
fill ai the edge of the adjacent Southern property. The remainder of the lot generally slopes gently
down to the north. During our visit, which followed a period of record water runoff, we observed
that some surface water was flowing diagonally across the lot from the southeastern corner.
We were provided with a geotechnicbl engineering investigation which addressed the entire plat.
The investigation was prepared by Couvrette Geotechnical Engineering and is dated June 13,
1991. One test pit was excavated within Lot 1, while three others were excavated near Lot 1 on
ine adjacent western lot. The test pits revealed relatively dense, silty sand and sandy silt within
about 3 to 4 feet of the ground surface. About 5 feet of fill were revealed on the southern portion of
the adjacent lot.
1A NN 2 'B
Garbe - Weller Construction Company JN 97016.
January 22, 1997 Page 2
Conclusions and Recommendations
From a geotechnical engineering standpoint, the construction of a single-family residence is
feasible based on the information we have obtained about the site and the proposed development.
We recommend that our personnel observe the soil conditions in the footing excavations to ensure
that the soil conditions are as anticipated.
The steep slope located on the southern end of Lot 1 is less than 20 feet high-, therefore, it is not
classified as a steep slope by standards of the C ' ity of Edmonds Community Development Code.
However, we understand that a driveway for the proposed residence will likely be constructed near
the base of the slope, and we recommend that any cuts into this steep slope be retained using
engineered structures.
We generally agree with the conclusions and recommendations presented in the 1991 geotechnical
engineering investigation. The recommended soil parameters that should be used in the structural
design of the residence are as follow:
Parameter Design Value
Bearing Capacity
Coefficient of Friction
Active Soil Pressure
Flat backfill
Sloped backfill
Restrained wall
2,000 pounds per
square foot (psf)
0.40
40 pounds per
cubic foot (pcf)
55 pcf
Add 10 psf for each
foot of wall height
A safety factor of 1.5 should be used in the structural designs.
We observed some surface water at the southeastern corner of the site. A trench drain should be
constructed similar to the footing drains and installed in that area. Although the best location and
depth of the drain should be determined during the lot development, we estimate that it will be
installed at a depth of about 4 feet. For a trench drain, the washed rock backfill should extend to
the ground surface, and the filter fabric should extend to within 6 inches of the ground surface. A
sketch of a recommended footing drain is attached with this letter.
kN �j 7 % 1591
GEOTECII CONSULTANTS, INC.
Garbe - Weller Construction C16mpany JN 97016
January 22, 1997 Page 3
If you have any questions regarding this letter, or if we can be of further service, please do not
hesitate to contact us. Please provide us with at least 48 hours notice prior to the excavation of the
foundation.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
FEXPIRES
D. Robert Ward, P.E.
Associate
DRVV-ant
Attachment: Footing drain detail
9. "1
GEOTECH CONSULTANTS, INC.
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GEOTECH
CONSULTANTS
TIGH711NE ROOF DRAIN
Do nol connecl lo foolh7q drain.
VAPOR BARRIER
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.FOOTING DRAIN DETAIL -
88TH AVE W & OILYM PIC VIEW DR
EDMONDS, WA
.lob No., p1cle:
97016 1 Dole JAN 97 scale: N.T.S.
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iAPPHOVED ;3y
H E* I H T C A LC '15
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.rdTA,L:-jaf,1.67'. H-5 X5i0jq.sAg
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RETURN ADDRESS:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020
1
9712030611
12/03/97 16:57
p.0005 Recorded
Snohomish County
COVENANT OF NOTIFICATION
AND INDEMNIFICATION/HOLD HARMLESS
Reference #: 1_11e,-7-
Grantor(s): (1) 7# kh 4). (2)- Additional on pg._
Grantee(s): City of -Edmonds
Legal Description (abbreviated): Sec---jB Twn__Z'7�__Rng A:r-- Qt
OR Lot — Block 000 d-10/ Plat TG i..j Y4, x r
Assessor's Tax Parcel ID#(s): (1) 0 0 0 —0 / 7 —0106 (2)
C, IT 5' log 9
Assessor's Tax Parcel I # not yet assigned
CITY OF EDMONDS
APPROVED FOR RECORDING
B Y: J-'r2K D A T E: 40 PAGE I OF
Under the review procedures established pursuant to the State Building Code,
incorporating amendments promulgated by the City of Edmonds, and as a
prerequisite to the issuance of a building permit for the construction of a residential
structure and attendant facilities, the undersigned OWNERS of property do hereby
covenant, stipulate and promise as follows:
RETURN ADDRESS:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020
EAPPROVED FOR REC G:
BY: DATE: 7
PAGE OF
1. Description of Subiect Property. This covenant of notification and
indemnification/hold harmless relates to a tract of land at the street address of
/,?/ 0 � 8.?�4 'Ave Uew-t (insert street
address), Edmonds Snohomish County, Washington and legally described as:
,L o-� #/ of FJ.., L Pe *, x —/;7-.g/ -- �� . " -/L- I
V,)- 3IJ'
2. Notification and Covenant of Notification. . The above referenced site
(hereinafter "subject site!) lies within an area which has been identified by the City
of Edmonds as having a potential for earth subsidence or landslide hazard. The
risks associated with development of the site have been evaluated by technical
consultants and engineers engaged by the applicant as a part of the process to
obtain a building permit for the subject site. The results of the consultant's reports
and evaluations of the risks associated with development are contained in building
7
permit rile number t4..r Of (insert number) on rile with the City of
Edmonds Building Department. Conditions, I imitations, or prohibitions on
development may have been imposed in accordance with the recommendations of
7 12 o, 3 0,m
RETURN ADDRESS:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020'
E APPROVED FOR REC�RPIN9.
BY: DATE
PAGE
OF
the consultants in the course of permit issuance. The conditions, limitations, or
prohibitions may require ongoing maintenance on the part of any owner or lessee or
may require modifications to the structures and earth stabilization matters in order
to address future or anticipated changes in soil or other site conditions. The
statements and conditions proposed by the OWNERS' geotechnical engineer,
geologist, architect and/or structural engineer are hereby incorporated by reference
from the contents of the file as fully -as if herein set forth. Any future purchaser,
lessee, lender or any other person acquiring or seeking to acquire an interest in the
property is put on notice of the existence of the content of the rile and the City urges
review of its contents. The rile may be reviewed during normal business hours or
copies obtained at the Planning Department, City of Edmonds, 250 5th Avenue
North, Edmonds, Washington 98020.
3. Indemnification and Hold Harmless. The undersigned OWNERS
hereby waive any and all liability associated with development, stating that they.
have fully informed themselves of Ill risks associated with development of the
property and do therefore waive and relinquish any and all causes of action against
the City of Edmonds, its officers, agents and employees arising from and out of such
development. In addition, the OWNERS on behalf of themselves, their successors in
interest, heirs and assignees, do hereby promise to indemnify and hold harmless the
City of Edmonds, its officers, agents and employees from any loss, claim, liability or
damage of any kind or nature to persons or property either on or off the site
resulting from or out of earth subsidence or landslide hazard, arising from or out of
the issuance of any permit(s) authorizing development of the site, or occurring or
RETURN ADDRESS:
City of Edmonds,.
121 Sth Avenue No.
Edmonds, WA 98020
APPROVED FOR RECORDING:
BY: j26 DATE: 7/2V/11--7
PAGE L4 OF _�:� I
arising out of any false, misleading, or inaccurate information provided by the
OWNERS, their employees, or professional consultants in the course of issuance of
the building permit.
4. Insurance Requirement. In addition to any bonding which may be
required during the course of development, the Community Services Director
M/has not (strike one) specifically required the maintenance of an insurance policy
s
for public liability coverage in the amount and for the time set forth below in order
to provide for the financial responsibilities established through the indemnification
and hold harmless agreement above:
5. Covenant.to Touch and Concern the Land. This covenant of
notification and indemnification/hold harmless touches and concerns the subject
tract and shall run with the land, binding, obligating and/or inuring to the benefit of
future owners, heirs, successors and interests or any other person or entity acquiring
an interest in property, as their interest may appear. This provision shall not be
interpreted to require a mortgagor or lender to indemnify the City except to the
extent of their loss nor to obligate such persons to maintain the insurance above
required.
RETURN ADDRESS:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020
APPROVEP OR RECORDIN07:
BY: DATE
PAGE OF
DONE this day of 27to 19921-
e
OWNE,
By: �7
By:
By
STATE OF WASHINGTON
ss:�
COUNTY OF
I certify that I know or have satisfactory evidence that 96"
signed this instrument and
acknowledged it to be "ser) free and voluntary act for the purposes mentioned in
this instrument.
DATED this. day of 199Z.
%- r-., �� ". -*
....... ...
o0"popi
b
WARA
'9
LATEMMUILDINGWEADOWWOVENANT
AzyWRY PUBLIC
cloommission expires:
V-4
V-4
-0
IZETURN ADDRESS:
City of Edmonds,
121 5th Avenue 14o.
Edmonds, WA 98020
971ED30611
12/03/97 16:57
p.0005 Recorded
Snohomish County
COVENANT OF NOTIFICATION
AND INDEMNIFICATION/HOLD HARMLESS
Reference #: 101494 01817,41-1-e k1lep-5-7-
Grantor(s): (1) U"i kh Ii. GAV�e (2) Additional on pg._
Grantee(s): City of -Edmonds
Legal Description (abbreviated): Sec-4 Twn - Rng AV-- Qt
—2-M
OR Lot -Block 000 d-01 Plat TG 4) 3, -rvr
Assessor's Tax Parcel ID#(s): (1)- 000 -0/7 -0106 (2)
C, IT YOM 9
Assessor's Tax Parcel I # not yet assigned
CITY OF EDMONDS
APPROVED FOR RECORDWG
BY: 17K DATE:,/* PAGE I OF
Under the review procedures established
pursuant to
the
State Building
Code,
incorporating
amendments promulgated
by the City
of
Edmonds, and
as a
prerequisite to the issuance of a building permit for the construction of a residential
structure and attendant facilities, the undersigned OWNERS of property do hereby
covenant, stipulate and promise as follows:
RETURN ADDRESS:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020
FAPPROVED FOR RECOP G.
BY;__�i DATE: 7
PAGE�'T; OF
1. Description of Subiect Property. This. covenant of notification and
indemnification/hold harmless relates to a tract of land at the street address of
/,?/ 0 � 8,0 A'v, Uej-� (insert street
address), Edmonds Snohomish County, Washington and legally described as:
Of 'Vo.
V JO 4 5 90 ;;-J
2. Notification and Covenant of Notification. . The above referenced site
(hereinafter "subject site!) lies within an area- which has been identified by the City.
of Edmonds as having a potential for earth subsidence or landslide hazard. The
risks associated with development of the site have been evaluated by technical
consultants and engineers engaged by the applicant as a part of the process to
obtain a building permit for the subject site. The results of the consultant's reports
and evaluations of the risks associated with development are contained in building
permit rile number VO 079 (insert number) on rile with the City of
Edmonds Building Department. Conditions, limitations, or prohibitions on
development may have been imposed in accordance with the recommendations of
97120-30-mll
0
RETURN ADDRESS:
City of Edmonds,'
121 5th Avenue No.
Edmonds, WA 98020
A AF
PP
PPROVED FOR REC
BY: DATE�7R/P7,]-N2A6
-4
P E
AG. OF jM
the consultants in the course of permit issuance. The conditions, limitations, or
prohibitions may require ongoing maintenance on the part of any owner or lessee or
may require modifications to the structures and earth stabilization matters in order
to address future or anticipated changes in soil or other site conditions. The
statements and conditions proposed by the OWNERS' geotechnical engineer,
geologist, architect and/or structural engineer are hereby incorporated by reference
from the contents of the file as fully as if herein set forth. Any future purchaser,
lessee, lender or any other person acquiring or seeking to acquire an interest in the
property is put on notice of the existence of the content of the file and the City urges
review of its contents. The rile may be reviewed during normal business hours or
copies obtained at the Planning Department, City of Edmonds, 250 5th Avenue
North, Edmonds, Washington 98020.
3. Indemnification and Hold Harmless. The undersigned OWNERS
hereby waive any and all liability associated with development, stating that they,
have fully informed themselves of 'all risks associated with development of the
property and do therefore waive and relinquish any and all causes of action against
the City of Edmonds, its officers, agents and employees arising from and out of such
development. In addition, the OWNERS on behalf of themselves, their successors in
interest, heirs and assignees, do hereby promise to indemnify and hold harmless the
City of Edmonds, its officers, agents and employees from any loss, claim, liability or
damage of any kind or nature to persons or property either on or off the site
resulting from or out of earth subsidence or landslide hazard, arising from or out of
the issuance of any permit(s) autho rizing development of the site, or occurring or
0i
I I.
RETURN ADDRESS:
City of Edmonds,.
121 5th Avenue No.
Edmonds, WA 98020
APPROVED FOR RECORDIN .
BY: -7
J76�- DAM
PAGE _,t_ OF_=
arising out of any false, misleading, or inaccurate information provided by the
OWNERS, their employees, or professional consultants in the course of issuance of
the building permit.
4. Insurance Requirement In addition to any bonding which may be
required during the course of development, the Community Services Director
Xs/has not (strike one) specifically required the maintenance of an insurance policy
for public liability coverage in the amount and for the time set forth below in order
to provide for the financial responsibilities established through the indemnification
and hold harmless agreement above:
5. Covenant to Touch and Concern the Land. This covenant -of
notification and indemnification/hold harmless touches and concerns the subject
tract and shall run with the land, binding, obligating and/or inuring to the benefit of
future owners, heirs, successors and interests or any other person or entity acquiring
an interest in property, as their interest may appear. This provision shall not be
interpreted to require a mortgagor or lender to indemnify the City except to the
extent of their loss nor to obligate such persons to maintain the insurance above
required.
RETURN AVDRES�:
City of Edmonds,
121 5th Avenue No.
Edmonds, WA 98020
EAPPROV-ED-FOR RECOP�MNQ:
BY:,)44t- DATE: V�-,IJF2
PAGE jf':�: OFr� ]
DONE this day of 1-7 tz 1992--
.r
OWNER(S)
By:
By:
By
STATE OF WASHINGTON
ss:
COUNTY OF
I certify that I know or have satisfactory evidence that g4n w, &w�
411/
signed this instrument and
acknowledged it to be ( "ser) free and voluntary act for the purposes mentioned in
this instrument.
DATED this. day of 199Z.
E.,
$SION
AA
PUBLIC
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v .
y commission expires:
LITEMPWILDINGMEADOWWOVENANT
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Water Service Drawing
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NEW cONSTRUCTION REPAIRS El LID NO . .. ........... . NO . ........... .......
RMIT NO. .4770$q4?
OWNER...................................... ............ ........... .......................... --- CONTRACT011 . ........................................................................... ....... PE
LEGAL DESCKIPTION: LOT..NO . .. . ................................ BLOCK NO . ............................ ..... .
..........
JOB ADDRESS ... ...... .... ......................
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The informa
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map(s) was cOMP
Edmondsi its Employees and Consultants.
Th.e City of �Edm.onds does not . wa rra nt the
et forth on these
accuracy of anything s-
entity -requesting a
Map(�_). Any person or
copy should conduct an independent
-ation shown on
inquiry regarding the inform
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th . e location of any sewer stub shown. Suc
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sewer stubs may or may
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or may not exis
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Neither the %_.1
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information given on this map(s), nor for
any one representation provided based
upon said map(s).
STRUT IFILE
SUPPLEMENTAL LETTER
GEOTECHNICAL ENGINEERING INVESTIGATION
PLANNED SHORT PLAT
OLYMPIC VIEW DRIVE, EDMONDS
FOR
ALBERT AND NORMA SAND*
I
COUVRETTE
GEOTECHNICAL
ENGINEERING
I
GE071ECIINICAL
ENGINEERING
I
� I
� I
17406 - 133RD AvENUE NORTHEAST - WOODINVILLE, WASHINGTON 98072 - (206) 486-1669
Albert and Norma Sand
4015 - 164th SW #26
Lynnwood, Washington 98037
February 5, 1992
Supplemental Letter
Geotechnical Engineering Investigation
Planned Short Plat
Olympic View Drive, Edmonds
CGE File No. 274-01
INTRODUCTION
GENERAL
This letter provides a supplement to my original report for your planned short plat in the City of
Edmonds. I was not provided a site grading plan at the time the original report was prepared. You
have now provided in, with a sit, grading plan, in addition to a copy of the review comments by the
engineering, firm, Landau and Associates, who is reviewing the geotechnical aspects of the project for
the City of Edmonds. My original report for this project was dated June 13, 1991.
The site is currently an empty lot. You plan to parcel the site into 4 lots. A copy of the grading
plan that you have provided to me is attached to this report. A low area exists on the northwest corner
of the site adjacent to Olympic View Drive. The remainder of the site slopes moderately to steeply up
to the south and east from the low area and Olympic View Drive. A drainage Swale traverses the site
from the southeast to the low area in the northwest. The low area is also fed by a creek just off site to
the west. The creek is then channeled into a culvert that flows under Olympic View Drive. My
original report discussed various types of fill placement, foundations and. wall designs. These were
intended to be preliminary recommendations in order to plan site development. Those
recommendations are still valid and can be used for future site planning.
PLANNED GRADING
I understand that your current plan is to fill the drainage Swale and low area where the culvert is
located. The lots would then be sold and the individual lot owners would be responsible for final
grading. The intent is to use clean (free of organic matter and debris) soil as fill and place it in a
moderately compact form. You do not intend' to place, the fill as an engineered compacted fill. We
Planned Short Plat
February 5, 1992
COE File No. 274-01
Page 2 -
have discussed that a fill embankment slope in the low area near the west property line would not be
suitable if it was constructed with non -compacted fill. Ile alternative is to use a structural fill berm or
to fill the entire low area level. You have decided to fill the entire low area to level and not create a
fill embankment in this area based on this discussion. You currently have an easement to fill the low
area on the adjacent property. The future structures are expected to be founded on piles or piers that
extend through the fill and into the underlying dense or stiff Whidbey Foundation. The deep
foundations will be designed when the individual lots are developed. The design of measures to
stabilize the upper soils on the steeper portions of the site will also be part of the final plans for
individual lot development.
The steeper portions of the site (in the south) are considered unstable with respect to shallow
failures. Some o f these soils appear to be derived from fill that was placed on the top of the slope
when the property to the south was developed. These failures were discussed in the original report and
would need to be stabilized during final site development. The methods used to stabilize these features
should be incorporated into the final site grading.and design. The original report identified methods
for stabilization (slope angles, walls, geogrid walls). You indicate that you do not intend to stabilize
these slopes at this time but to inform potential buyers that this will be a requirement of final grading.
The axis of the swale to be filled slopes at an approximate angle of 12 degrees. The final fill
surface slope is to be inclined at 14 degrees down to an elevation of about 230 where is will be sloped
only to facilitate drainage of the fill surface. The surface soil conditions expected in this area are silty
fine sands. A site grading plan is attached as Figure 1. Figure 2 shows a cross section through the
swale indicating the existing ground surface'slope and the expected depth of fill.
REVIEW OF LETTER BY LANDAU AND ASSOCIATES
The original report discussed site stability and landslide hazards. These items were further
discussed in the review by Landau and Associates. It is important to note that the report states that it
is my opinion that the fractures observed in the lower portion of the Whidbey formation were tight and
did not exhibit recent (post glacial) movement. Soils in the upper portion of this unit appears to have
loosened and should be considered unstable. The depth to the intact fracture zones observed in the test
pits was on the order of 2 to 6 feet. These soils can be stabilized with engineered structures. It -is my
opinion that the probability portion of City Ordinance 2261 does not apply. My interpretation of that
ordinance is that it was written for areas that have a recent history of deep landslide failures, such as
the Meadowdale complex. This type of failure cannot be economically stabilized to bring to a standard
factor of safety and some type of risk is assumed by the owner. I have not observed any evidence of
deep instability at the site. Providing that the recommendations in my original report are followed, the
COUVRETTE GEOTECIE141CAL ENGINEERING
Planned Short Plat
February 5, 1992
CGE File No. 274-01
Page 3
stability lil ,,, to deep failures should not be changed. The deep stability would be most
effected by a deep non -shored cut at the base of the slope. Based on the current grading plans this
does not appear likely, however, this is intended to be reviewed at the time the site is developed. The
shallow instability noted on the steeper slopes will have to be addressed and stabilized during final site
development. T'his,is not a probability issue as discussed in the ordinance. These conditions need to
be stabilized to what is considered standard engineering practice for retaining soils.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
It is my opinion that the grading planned as proposed is a reasonable approach to site
development. Ile inclination of the existing ground surface is low with respect to the shear strength
of imported soil. This assumes that the fill surface will be near level through the low area. If a slope
is to be constructed in the northwest corner near the property line, it would have to be evaluated for
stability. Most likely, a fill slope near the property line would have to be properly compacted to
engineering standards with minimum dimensions determined by analysis. I have not provided
recommendations for construction of a structural fill embankment since this option is not intended to be
used. Although the fi ' 11 is not to be compacted to engineering standards, it should be moderately
compacted using spreading equipment. It should have the ability to withstand truck traffic. That is,
fill placement should be stopped if trucks cannot cross the fill surface for access.
I expect that fill placed with this.type of operation will most likely be fine grained and very
moisture sensitive. Fill placement may be difficult and not appropriate if the site soils are too wet for
nominal compaction. I expect that some weaving and r . utting under truck traffic will occur during
placement.
The recommendations provided in the original geotechnical report can still be used for design of
the development for individual lots. However, once the site grading plans are determined for the
individual lots they should be reviewed by a geotechnical engineer. Ile engineer should provide
recommendations and perform additional explorations as needed based on his or her review.
A storm drain is to be routed down the center of the swale. I recommend that a subsurface drain
be incorporated into this storm drain. It is currently difficult to justify a drainage blanket under the
entire fill mass on the upper portion of the swale as it is relatively shallow in depth and slope angle.
However, placing the drain within the storm trench would help if any water does seep toward the
swale. Also, if any future wet areas are observed during site development, drains could be installed in
these areas and routed to the'subdrain in the swale.
COUVRETTE GEOTECBMCAL ENGINEERING
Report
Planned Short Plat
February 5, 1992
-CGE File No. 274-01
Page 4
SITE PREPARATION
The sloped portion of the site to be filled should be stripped of surface vegetation prior to
filling. This material can be placed within the low area if desired. Any abrupt topography in the low
area should be graded such that there is a transition from the upper to the lower elevation. It may be
necessary to construct a road into the area to be filled if the fill placement is attempted when the on site
soils are wet. This road should be constructed of 2 to 4 inch rock spaIls. The thickness of the road
will be dependent on the condition of the on site soils and the anticipated truck traffic. This should be
evaluated at the time the fill is placed.
FILL PLACEMENT
The fill should be placed by spreading it in uniform lifts and compaction with the placing
equipment. I recommend spreading the fill in minimum I foot thick layers and compaction by moving
equipment over the fill surface. The spreading in lifts is intended to reduce the potential of creating
voids in the fill. The compactive effort can be made by the spreading equipment, truck traffic and
specialized compaction equipment. The fill does not require significant compaction effort to achieve
the necessary strength for the planned slope. However, the more compactive effort put into the fill the
better it will perform with respect to support of temporary and permanent access ways and concrete;
slabs. A well compacted fill surface that is not disturbed when wet can recover for construction
equipment access much faster than a loose fill that has been exposed to rain.
The fill surface should be sloped to drain so that it does not pond water. It would be prudent to
compact the fill surface after major spreading is done and fill will not be placed for some time. This is
particularly true at the end of the summer when the fill materials will be most easiest to compact.
FILL PERFORMANCE
The fill placed as described should be expected to settle for several years after placement. It is
not uncommon to observe on going settlements and structural. distress of improperly founded structures
on fill 30 years after the structure was completed. Typically, structures on this type of deposit are
founded through the fill into native soils by overexcavation or by drille d piles or piers. Slabs and
walkways not supported on piles should be expected to continue to settle. All concrete slabs placed on
this fill should be reinforced to resist expected differential settlement. The design of individual lots
should allow for the differential settlement between pile supported structures and non -pile supported
walkways. The use of "transition" slabs should be used when necessary. A transition slab is a
suitably reinforced slab that is hinged at the pile supported structure and the other end floated on the
fill. Driveway pavements should be flexible such as asphalt to al low for future settlement. Also, site
drainage grades should be accentuated so that future settlements do not effect surface drainage. .
COU'VRETTE GEOTEMUCAL ENGINEERING
Report
Planned Short Plat
February 5, 1992
CGE File No. 274-01
Page 5
The design of future fill embankments or retaining walls will be influenced by the presence of
the fill. The actual impact cannot be determined until the final grading for each lot is determined and
the depth of fill at the embankment location is determined.
DRAINAGE
As discussed in the GENERAL section, I recommend that a subsurface drain be incorporated
into the storm water trench. A typical drain section is shown on the attached Figure 3. Ile drain
should be routed into the storm system at the base of the slope. The intent of the drain is to allow an
outlet to any subsurface water that is flowing in the swale. This drain could be tied into at the time of
future development if seepage areas are observed on the slope. This drain should be used ONLY for
ground water. Surface water should not be routed into a subsurface drain.
USE OF THIS REPORT
- This report has been written for Albert and Norma Sand for their use in obtaining a short plat
for their site. This report is a supplement to and should be attached to the previous investigation
report, dated June 13, 1991.
Within the limitations of scope, schedule and budget, my services have been executed in
accordance with generally accepted practices in this area at the time the report was prepared. No-9ther
conditions, express or implied, should be understood.
It has been a pleasure to provide service to you on this project. If you have. any questions or
require further information, please call.
P. Co'r'
WAS
as
ONAL S
Mi*-4:J1LJM! IMM
Three copies submitted
Three Figures
Yours very truly,
Couvrette Geotechnical Engineering
�Uy'z i'*
Charles P. Couvrette
COUVRETTE GEOTECIUSlICAL ENGINEERING
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SUITABLE NON -WOVEN
DRAINAGE FABRIC
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FOR PERMANENT INSTALLATIONS, RIGID PIPE WITH ACCESSIBLE
CLEANOUTS SHOULD BE USED
COUVRETTE GEOTECHNICAL ENGINEERING
FILE NO. 274-01'
FIGURE 3
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REFERENCE: COUVRETTE GEOTECHNICAL ENGINEERING
FILE NO. 274-01
UNDATED AND UNTITLED COPY FIGURE 1
42i-rc 1--DAnlhlt- nl Aftl
LANDAU
ASSOCIATES,
INC.
Geoenvironmental Engineering and Technologies
RECtIVE0
OEG -6 1,991
DEPT.
City of Edmonds
250 5th Avenue North
Edmonds, WA 98020
Attention: Mr. Ed Somers
Associate City Planner
RE: GEOTECHNICAL REVIEW COMMENTS
PROPOSED SAND SHORT SUBDIVISION
18114 88TH AVENUE WEST
EDMONDS, WASHINGTON
December 6, 1991
In accordance with your request, we have completed a geotechnical review of the
proposed Sand short subdivision. The project is located southwest of the intersection of 88th
Avenue West and Olympic View Drive in Edmonds, Washington.
A geotechnical report prepared by Couvrette Geotechnical Engineering (Couvrette) for
Albert and Norma Sand, dated June 13, 1991, was submitted for review. A site Plan showing
site topography and the proposed subdivision scheme was presented in the geotechnical report.
However, plans showing proposed grading, site drainage, location and design of retaining
structures, or other related features were not provided at the time of our review. A brief site
reconnaissance was conducted on October 17, 1991 by a geotechnical engineer from our firm to
observe surficial conditions described in the geotechnical report.
The purpose of our review was to determine if the findings, conclusions, and
recommendations presented in the geotechnical report adequately characterize site conditions,
appropriately address the planned development scheme, and are consistent with the
requirements set forth in City Ordinance 2661. Our evaluation and comments are restricted to
geotechnical concerns and related issues.
Our understanding of the proposed project is based on information provided in the
Couvrette geotechnical report. According to that report, the short subdivision will create four
residential lots, two in the northern portion of the property and two in the southern portion.
As presently drawn, the northern lots will be accessed from Olympic View Drive and the
southern lots will be accessed fro m 88th Avenue West. Site development will apparently involve
cutting and filling on all four lots, with potentially significant filling proposed for portions of the
P.O. BOX 1029 - EDMONDS, WASHINGTON 98020-9129 - (206) 778-0907 - FAX (206) 778-6409
9, . 11
northern lots. According to the report, the applicant apparently expects some grading of each
lot to be accomplished by the individual home builder.
Our site reconnaissance was conducted from the streets along the east and north edges
of the property. While most of the site was visible from those streets, features over the extreme
southwestem portion of the property were not observed during the reconnaissance. General site
topography, vegetation, and surficial features were noted.
Where observed, site topography, vegetation, and surface conditions are generally as
described in the geotechnical report. The property encompasses the upper branch of a relatively
steep drainage ravine which extends northwest to Puget Sound. An approximately.15 ft high
fill embankment supporting Olympic View Drive separates the property from the lower portion
of the ravine. Drainage originating upslope or within the property is channelled by a culvert
through the embankment. Some wet areas were observed onsite along the middle and lower
portions of the ravine at the time of our visit.
The ravine extends downward from the southeast comer to the northwest comer of the
property, with relatively steep sides over most of its length. The ravine ends abruptly at the
southeast comer of the property� indicating that the ravine may have extended further upslope
and may have been filled during development of the existing residential area to the south and
east. Water was not observed within the upper portion of the ravine at the southeast comer of
the property during our reconnaissance. Consequently, the wet areas observed in the ravine
probably were the result of groundwater seepage within the property.
The Couvrette geotechnical report is identified as preliminary in nature. Discussion and
recommendations are included in the report related to site preparation and grading, structural
fill, shoring and temporary cuts, foundation and slab support, retaining walls, and geogrid
reinforced soil. Findings and recommendations presented in the report are based on near -surface
conditions encountered in eight relatively shallow test pits excavated by a backhoe. The test pits
were logged by an unidentified geologist subcontracted to Couvrette.
While specific site development plans were not available at the time the report was
prepared, most of the recommendations are quite specific, particularly those relating to
foundation and slab support, lateral earth pressures, and placement of structural fill. However,
several issues which may also be of concern are not addressed. These issues include temporary
and permanent cut and fill slopes, control of groundwater seepage, placement of fill over
potentially unstable soil or possible seepage zones, and sequencing site development, including
the installation of common versus lot -specific improvements.
12/06/91 EDMONDS\SANDSHOR.LET
2
LANDAU ASSOCINI'ES, INC.
Conditions described on the test pit logs appear to be consistent with geologic and hydro -
geologic conditions within the vicinity of the property. These conditions typically include
deposits of glacially consolidated silt with weathered and fractured zones, deposits of glacially
derived granular soil, and perched groundwater and seepage zones. A surface mantle of
variable thicknesses of fill, slope wash, and/or slide debris is also typically found in the area.
The test pit logs provide limited information regarding the overall stratigraphy for what
is a relatively steep property. However, it is our opinion that conditions described on the logs
clearly indicate that portions of the property have been unstable in the past, and that conditions
presently exist which could lead to future instability. The report does not specifically address
existing overall.site stability nor does it fully address the impact of anticipated development on
site stability or the stability of adjacent properties.
As described on the logs, the silt encountered on the property is generally fractured, with
zones of significant jointing and slickensided surfaces. Evidence of shearing and landsliding
within the fractured silt was reported on the logs for Test Pits 1, 5, 7, and 8. Some of the jointed
zones were described as wet. The report describes shallow slide scarps along the south property
line and a possible slide area at the location of Test Pit 4.
According to the logs, groundwater seepage was noted between approximate Elevations
240 and 254. During our site visit, moisture was observed in the drainage ravine below an
elevation estimated at about 240 ft. The presence of horsetails on most of the property suggests
a year-round, near -surface groundwater condition.
Considering the above described conditions, it is our opinion tha.t the site is subject to
potential future instability and, therefore, most provisions of Ordinance 2661 should be applied
to the property. Since the geotechnical report does not specifically address overall site stability
or the full impact of site development on slope stability, we recommend that the geotechnical
engineer provide a complete assessment of overall site stability. As provided in the Meadowdale
Site Evaluation Checklist, Geotechnical Report Guidelines, the report should "contain the
geotechnical engineees opinions, conclusions, and recommendations on the present stability of
the site; the stability during construction; and the stability after the proposed development is
completed." The Guidelines further require that the "geotechnical engineer's opinion should be
stated in terms of percentage of risk at each of the above stages of development and the potential
for damage to abutting properties."
12/06/91 EDMONDS%SANDSHOF-LET 3
LANDAU ASSOCIATES. INC.
Much of Ordinance 2661 is directed at the Meadowdale Landslide area, which has been
previously mapped for types of landslides and probability of future landslide movement. The
subject site has not been so mapped; hence, the type(s) of possible landslides and their percent
probability of future movement have not been clearly established. While the proposed
development does not appear to justify a comprehensive "Meadowdale" type of study, the
applicants' geotechnical engineer must, at a minimum, establish and document the following.
1) the type(s), depth(s) and lateral dimensions of existing landslides; 2) the approximate age(s)
of the slides (in a relative sense); 3) what, if anything, has been done to modify and/or stabilize
existing landslides; and 4) the relative risk of future movement before, during, and after site
development (both common improvements and site -specific work). Test borings, including
piezometers, will probably be required to properly address these issues.
Issues pertaining to slope stability are the primary geotechnical concerns at this site.
Specific comments regarding these and other issues follow:
1. Site grading will require temporary and permanent cuts and fills for house pads and
access drives. Recommendations regarding temporary and permanent slope
inclinations should be provided by the geotechnical engineer. Of particular
importance are acceptable inclinations for cuts made in the fractured' silt and
overlying fill or slide debris found over portions of the site. Cut quantities need to
be provided.
2. Fill placement during preparation of house pads and access drives could occur over
potentially unstable soil. Recommendations for fill placement should include
identification of subgrade. soil conditions suitable for accepting fill and should
discourage sidecast filling. Fill quantities need to be provid ed.
3. In steep slope areas, control of surface water drainage and groundwater is particularly
important. The Couvrette geotechnical report provides recommendations for drainage
behind subgrade walls and roof drainage, including recommendations that subgrade
drainage systems be tightlined to appropriate collection and disposal systems and that
roof drainage be independently routed by tightline to appropriate discharge points
down slope. Specific drainage provisions for dealing with proposed cuts and fills
have not been provided. While exact placement of these drains, if required, may have
to be accomplished during construction, the project plans must identify the type(s) of
drains (i.e., french, horizontal) and approximate extent. Potential dewatering effects
of such drains on neighboring properties must be evaluated.
We recommend that the City require the submittal of complete Grading and Drainage
Plans for this development. The plans must clearly identify "common" versus "lot -specific"
improvements. The location and interaction of planned cuts, fills, retaining structures, erosion
control measures, placement of driveways, and surface and subsurface drainage provisions
12/06/91 EDMONMSANDSHOKLET 4
LANDAU ASSOCIATES, INC.
should be considered and evaluated to -determine that the planned site development improves
existing slope stability conditions. The Plans should include design details for proposed
temporary and permanent retaining structures, temporary and permanent erosion control
measures, and drainage systems.
The Couvrette geotechnical report states that the proposed development is possible,
provided existing slope stability is increased or maintained. On the same page, the report notes
that one landslide, in close proximity to a proposed house pad, may be less than 10 years old.
In our opinion, construction on a hillside where such recent slides have occurred, with the intent
of maintaining this same level of stability, is contrary to the intent of Ordinance 2661. On that
basis, we recommend the City allow development of the property only under the condition of
improved site stability.
Please call if you have questions concerning this review, or require the services of Landau
Associates for subsequent review services.
WDE/JWG/sms
No. 74-32.10
12/06/91 EDMONMSANDSHOKLET 5
LANDAU ASSOCIATES, INC.
By:
William D. Evans, CPG,
Project Manager
and
Wade Gilbert, PE
Senior Staff Engineer
LANDAU ASSOCIATES, INC.
SiREET FILE
0 T E C " January 22, 1997
'I'AN'T'S, INC.
JN 97016
N\A 9(S005
7 -8 5 6 1
Garbe - Weller Construction Company
12616 - 49th Avenue West
Mukilteo, Washington 98275-5600
SUbject'. Geotechnical Engineering Considerations
Proposed Residence
88th Avenue West and Olyrnpic View Drive
Edmonds, Washington
Dear Mr. Garbe�
Fne SUbject property, Lot 1, is part of a four -lot short -plat at the northwestern corner of 88th
Avenue West and Olympic View Drive in Edmonds. Lot 1 is located at the southeastern corner of
the plat and has frontage on its eastern side along 88th Avenue West. The short -plat is currently
developed with utilities and an east -West paved driveway that connects all lots to 88th Avenue
�Nest. In addition, a residence as been constructed to the north of the subject lot, on Lot 2.
V\le were provided with a proposed grading and site utility plan that includes original site
topography. The plan was prepared by Shawn O'Brien prior to the plat development. We made a
site visit on January 16, 1997 and observed that the existing driveway and site utilities appear to
conform to the plan.
Lot I appears to have been altered only minimally from the original topography shown on the plan.
Sorne fill soils may have been placed on the middle and northern portions of the lot. The lowest
area of the site is at the northern property line. A moderate, west -facing slope is located on the
eastern side of the lot, while an approximate 10- to 15-foot-high, north -facing slope is located on
the southern side. The steepness of this slope has been influenced by the apparent placement of
fill at the edge of the adjacent southern property. The remainder of the lot generally slopes gently
down to the north. During our visit, which followed a period of record water runoff, we observed
that sorne surface water was flowing diagonally across the lot from the southeastern corner.
\I\Je were provided with a geotechnical engineering investigation which addressed the entire plat.
The investigation was prepared by Couvrette Geotechnical Engineering and is dated June 13,
'1991. One test pit was excavated within Lot 1, while three others were excavated near Lot 1 on
the adjacent western lot. The test pits revealed relatively dense, silty sand and sandy silt within
about 3 to 4 feet of the ground surface. About 5 feet of fill were revealed on the Southern portion of
the adjacent lot.
`14AY 2 1997
PERMIT COUNTFn
f
Garbe - Weller Construction Company JN 97016
January 22, 1997 Page 2
Conclusions and Recommendations
From a geotechnical engineering standpoint, the construction of a single-family residence is
feasible based on the information we have obtained about the site and the proposed development.
We recommend that our personnel observe the soil conditions in the footing excavations to ensure
that the soil conditions are as anticipated.
The steep slope located on the southern end of Lot 1 is less than 20 feet high; therefore, it is not
classified as a steep slope by standards of the City of Edmonds Community Development Code.
However, we understand that a driveway for the proposed residence will likely be constructed near
the base of the slope, and we recommend that any cuts into this steep slope be retained using
engineered structures.
We generally agree with the conclusions and recommendations presented in the 1991 geotechnical
engineering investigation. The recommended soil parameters that should be used in the structural
design of the residence are as follow:
Parameter Design Value
Bearing Capacity
Coefficient of Friction
Active Soil Pressure
Flat backfill
Sloped backfill
Restrained wall
2,000 pounds per
square foot (psf)
Mul
40 pounds per
cubic foot (pcf)
55 pcf
Add 10 psf for each
foot of wall height
A safety factor of 1.5 should be used in the structural designs.
We observed some surface water at the southeastern corner of the site. A trench drain should be
constructed similar to the footing drains and installed in that area. Although the best location and
depth of the drain should be determined during the lot development, we estimate that it will be
installed at a depth of about 4 feet. For a trench drain, the washed rock backfill should extend to
the ground surface, and the filter fabric should extend to within 6 inches of the ground surface. A
sketch of a recommended footing drain is attached with this letter.
V141 2 S 1997
IMiMIT COUNTF.r:x
GEOTECFI CONSULTANTS, INC.
I
Garbe - Weller Construction It;ornpany
January 22, 1997
JN 97016
Page 3
If you have any questions regarding this letter, or if we can be of further service, please do not
hesitate to contact us. Please provide us with at least 48 hours notice prior to the excavation of the
foundation.
DRW-.ant
Attachment: Footing drain detail
V, V I Ph A "7
�- 71-UIA-1-
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
C)*�' B R 7'
WAS
29740
ONALS
FEX-PIRES
.. . . .........
D. Robert Ward, P.E.
Associate
GEOTECH CONSUI.TAN-rs, INC.
I
from
0
TIOHTLINE ROOF DRAIN
(s)—tl— Do not connect 16 foolh7q drol�7.
BACK�-ILL
� '�e! ��X� /or
u OnfS.
WASHED ROCK
6 m1n.
NONWOVEN GEOTEXTILE
FILTER FABRIC
14AY 2 g 1997
peahA COUNTM
L"I'llIT
GEOTECH
CONSULTANTS
SLAB VAPOR BARRIER
4 "min.
--T
FREE - DRAINING
SANDI GRA VEL
4" PERFORATED HARD PVC PIPE
InVOrl G1 /005/ as low cs foolh7g andlor
CrOWI S,00Ce- S/o0a /0 drCin. PIOCe
weepho/as downworol.
FOOTING DRAIN DETAIL
88TH AVE W & OLYM PIC VIEW DR
.EDMONDS, WA
Job No. I Scole TPlote:
97016 1 Dote JAN 97 N. T. S.
CEOTECH
CONSULTANTS, INC.
13256 N.E. 20th St. (Northup Way), Suite 16
Bellevue, WA 98005
(206) 747-5618
FAX 747-8561
Garbe-Weller Construction Company
12616 - 49th Avenue West
Mukilteo, Washington 98 98275-5600
Attention: John Garbe
STREET FILE
Subject: Review of Plans
Proposed Single -Family Residence
Lot 1, 88th Avenue West and Olympic View Drive
Edmonds, Washington
Dear Mr. Garbe:
April 29, 1996
JN 97016
We have completed a general review ofthe geotechnical aspects of the plans and specifications for
the proposed residence ** to be constructed at the subject site. The plans we initially reviewed
included Sheets 1 through 7. Design Consultants prepared these plans, which were dated March
31,*1997. A small site plan was also given to us that was not attached to the plans. Wecompleted
a geotechnical engineering considerations letter for this site on January 22, 1997.
We initially reviewed the p . roject plans in mid -April. However, at that time, it was unclear to us if the
foundation walls for the residence had been ' designed per the recommendations in our letter..
Therefore, we asked that the structural engineer verify this. On April 28, 1997, we received
confirmation from the structural engineer that our design parameters had been used for the
foundation wall design.
The wall details on Sheet 6 of the plans illustrate a footing drain. However, this drain detail is not
complete. We recommend that the detail given in our letter be used for the footing drain
installation. Lastly, we had recommended that a 4-foot-deep trench drain, which should be installed
similar to a footing drain, be installed above the south ' eastern side of the residence. The actual
location of this drain can be decided during construction, but.the contractor should be prepared to
install this drain. No dirain detaill was given in the project plans or on the site plan.
In our judgement, with the exception of the above clarifications, the plans conform to the
recommendations in our geotechnical engineering report. If there are any questions regarding this
letter, plea
FAALk
I
.9
\J 25-4-0
GIS
SK-MRES
'D :drw
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
D. Robert Ward, P.E.
Associate
MAY 2 8 1997
PERMIT COUNTER
PLANNING DATA
NAME:. 0�"" &(,-&e 16'� —W�' (�Isl.
SITEADDRESS: lo"104 , k,?-,4,, W- DATE: /�?—f I-v
ZONING: �s - t2- PLAN CHK#: 9 7-tR
PROJECT DESCRIPTION: t,�w 5�M�
Cj
CORNERLOT y6s (Yes/No)
SETBACKS:
Required Setbacks:
-Front: 2-5,zl e: Rear:
as-LeftSide: 1?--5'RiahtS!d
Actual Setbacks:
Front: 7-71/7.,- Left Side: I?- 'lz-' Right Side: 1-7' Rear: 4'
Street map checked for additional setback required:F�s - N---- —(Yes/No)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED. -(Y/N)
LOT COVERAGE:
Maximum Allowed: Actual: 13 ;?4z 13 V-
BUILDING HEIGHT:
Maximum Allowed: Actual Height:
Datum Point: 9-m P4-c- c4,m -,4- k Datum Elevation: 2- 4o, 5-'
A.D.U. CREATED?: -f-0 rgt.%- --h'l
:5 1 Vd /-f-
SUBDIVISION: 6- 1-7- 21
V
re'A-U't k'
IVY,- CRITICAL AREAS #:.%—cZ33 -�4 nw"'atq c-,
(f., V I � V
'W' O.PC cje,(I- ;15 �P� ot4- a-f- 'L jt�L�C"
�VV SEPA DETERMINATION: CA-Ct W1, GmtA,.1 �, y2j!r vgtL�� wwf Or4 44,,v-
LOT AREA: 13 24V
OTHER: �O&Wnl" - rei- 6Jt 0�, CO �f �- +
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A-Is� P, I't Oraft A oj�N 0,
Plan Review By:
cArtleApennit\AplandaLdoc
A1.10 —7
GEOTECH STREET FILE
CONSULTANTS I NC MEMORANDUM'
13256 N.E. 20th St. (Northup Way)
Suite 16
Bellevue, WA 98005
(206) 747-5618
T o GftYT--- - Qa
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Page of
Date
ProJect —Oc4 —8604\iu-� vd, FT-Acy,
rX Job Number 16:2
SubJect Fax Number
Tat "WD") —041,� t-ZT— AAS ps,
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GA."E-WELLER CONSTRUCTION COMPANY
1,2616 49TH AVE WEST, MUKELTEO, WA 98275-5600
(206) 745-8613 PAGER: (206) 993-1612 FAX: (206) 745-8902
(lic#: GARBEWC044L8)
August 4, 1997
E, I V
G -ell
rm�
Code Enforcement Technician
City of Edmonds
Edmonds, WA
WP_ NOT -
Re: Lot #1 of S-17-91, RE-1-ANDSCAPING PLAN
Dear Meg:
The following is my revised re -landscaping plan. I have included the plant list that you see below and an accompanying
site plan with approximate planting locations. You will notice that the south 1/3 of the lot in the area of the steep slope
is left in its native condition, we should have no reason to disturb this area. Also, please note that the maple tree in the
northern section of the lot that we had previously called out to be removed will not be disturbed.
The following are examples of the type of plants which will be used in re -landscaping:
Evergreen Trees:
Western red cedar Alaskan Cedar
Calodedrus decurrens
Chamaecyparis lawsoniana
Chamaecyparis nootkatensis Jumperus scopulorum
Lithocarpus densiflorus Pinus moniticola
Deciduous Trees:
Vine Maple Larix occidentalis
Betula papyifera
Prunus virginiana var. demissa
Populus tremuloides
Evergreen Shrubs:
Berberis aquifolium (Mahonia a.) 1> Myrita californica
Taxus brevifolia
Umbellularia californica
Vaccinium ovatum
Deciduous Shrubs:
Amelanchier alnifolia Philadelphus lewisii
Red twig dogwood Osmaronia cerasiformis
Ground Covers:
Ceanothus prostratus Fragaria chiloensis
Vancouveria hexandra Gaultheria shallon
Sala
RespectfWly,
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CITY OF EDMONDS FET L!A� 6t"Rl!A H A L L
MAYOR
250 - 5TH AVE, N. . EDMONDS, WA 98020 - (206) 771-0220 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
"17Q��) Public Works * Planning a Parks and Recreation * Engineering
9 0 . 19 1�
October 5, 1993
Mr. & Mrs. Albert Sand
4015 164th Street Southwest, 926
Lynnwood, Washington 98037
RE: Single Fan-ffly Permit Application #93-165
The Building Division has concluded the initial review of the subject application. The
subdivision soils report and the Landau Associates analysis have been studied and it has
been determined that portions of the Earth Subsidence Ordinance shall be required for. the
development of individual lots within the short plat.
The Landau review indicated that site instability and drainage concerns needed to be
addressed in greater detail in order to determine the type, depth And lateral dimensions of
existing landslides, fill placement and subsurface drainage. An investigation by a licensed
geotechnical engineer shall be conducted and a report prepared which includes measures
for modifying or stabilizing potential landslides and assesses. the risk of future movement.
Additional test borings including piezorneters installations may be necessary.
Subsurface drainage considerations and assessments shall also be addressed and called out
in the geotechnical review. All concerns and/or recommendations shall be discussed with
the designer and the foundation and drainage plans shall be altered accordingly.
Other Earth Subsidence requirements that shall be imposed on this project are:
1) Lead Design Professional declaration. 2) Site specific grading plans prepared by a
licensed engineer. 3) Foundation plans prepared and stamped by a licensed engineer with a
professional declaration. 4) An applicant/owner landslide declaration. 5) AG.eotechnical
declaration. 6) A Hold Harmless agreement shall be required.
For your convenience I have enclosed copies of the ordinance for further clarification of
these requirements. If you have any questions please feel free to contact me at 771-0220.
Thank you,
Jeannine L. Graf
Acting Building Official
V/--C'��Short Plat File S-17-91
& Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
',-I k I- I I- V_ IN %-J
Critical Areas Checklist -7
Site Information (soils/topography/hydrology/vege-tafion)
1. Site Address/.Ucation:
2. Property Tax Account Numbe /C
r: d9 0 0
3. Approximate Site Size (acres or square feet):
4. Is this site currently developO? _k�yes; Aeno.
If yes; how is site developed? (�l �0/"
5. Describe the general site topography- Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generall ' y less than 15 % (a vertical rise of 10-feet over a
horizontal distance of 66-feet)-
Hilly: slopes present on site of more than 15% and less than 305o' ( a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
61___�Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
,Other (please describe):
6. Site contains areas of year-round standing water: A/ c
AppF6x. Depth: A1114.
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?,
S. Site is in the floodway ILIv floodpilain of a water course.
9. Site contains a creek or an area where water flaws across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year? A14
10. Site is primarily: forested meadow _; shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site: yo
For City Stafr Use Only
I Site is Zoned? F-5 — ( 2— 11; 17,
2. 9CS mapped soil type(s)?. 2-
V U
3. Wedand inventory or C.A. map indicates wetland present on site? ____Uo
4;.:-. :-,.Critical Areas inventory or C.A. map indicates Critical Area on site? YtS "tw efal.a� ?-VVW4
5. - 'Site within* designated earth subsidence landslide hazard area?
6. Site 8es'�Ignated on the Environmentally Sensitive Areas Map?
.DETiRMWATION
`�tUDY REOUIRED CONDITIONAL WAIVER
WAIVER
Reviewed by: 96
, �'tlanner Date
R9Y 01/004
-el Yo -10 lz�
City of Edmonds
Critical Areas Checklist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a.development
permit to the City.
The purposeof the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject Property. The
information needed to complete the
Checklist should beeasily available from
observations of the site or data available at
City Hall (Critical Areas inventories'
maps,
or soil surveys).
An applicant, or his/her rePresentative,
must fill out the checklist, sign and date it,
-and submit itto the City. 'rbe City will
review the checklist, make a precursory site
visit, and make adetermination of the
subsequent steps necessary tocomplete a
'development Permit -application.
With:a signed COPY of this form, the
aWlicantsbould also submit a vicinity map
or plot plan for 'individual lots parcel
with,enough detail that City staff can find
and identify the subject parcel,(S)_ In
addition, theapplican-t shall include
other.pertinent information (e.g. site
plan, topography map, etc.) or studies in
CORjunction with this Checklist to assist
staffin completing their prOirninary
assessment -of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner I Applicant:
. .................
Name
Street Address
1-'21- 1,ri 114eo
'UtY, State, ZIP Phone
g Jr 21��l 6�
.. 9gnature Date
Applicant Representative:
Name
Street Address
City, State, ZIP Phone
Signature
Date
City of Edmonds
Critical Areas Determination
Applicant: I John Garbe Determination #: I CA-96-233
Project Name: I Permit Number: I
Site Location: 1 18104 - 88th Ave. W. I Property Tax Acct #: 1 4188 000 017 0106 1
Project Description:
Non -Project Specific
Determination: Study Required:
During review and inspection of the subject site, it was found that the site appears to contain
and/or.is adjacent to a Steep Slope Hazard Area pursuant to Chapter 20-15B of the Edmonds
Community Development Code (ECDC). To determine if a Steep Slope Hazard Area does
exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope
Hazard Areas must be completed. Any slope over 40% with more than 20 feet of rise will be
classified as a Steep Slope Hazard Area. A 50 foot buffer is required from both the top and
toe of the slope. A 15 foot building setback is required from the 50 foot buffer.
For development of any kind which is proposed within the critical area, 50 foot buffer or 15
foot buffer setback, it must be shown that the development will not adversely impact the
Critical Area or its buffer, by doing 'one or possibly both of the following depending on the
outcome of the study:
1 . For development proposals which will occur within the 50 foot buffer, but.no closer
than 10 feet from the top or toe of the slope, the 50 foot buffer requirement may be
reduced to 10 feet if a study is completed by a licensed geologist or geotechnical
engineer which clearly demonstrates that the proposed buffer alteration will have no
adverse impact upon the site, the public or any private party. All Critical Area Studies
must be completed by a licensed Geotechnical Engineer (as defined in ECDC
20.15B.020.Y) or under a three party contract where the City hires the professional
required, and the applicant pays for the study (pursuant to ECDC Section 20.15B. 140).
2. If development must occur within the critical area, buffer, and/or buffer setback, and is
not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception
and Variance must be obtained pursuant to ECDC 20.15B. 170A and 20.15B. 040C.
All proposed development of the subject lot must meet the requirements of Chapter 19.05
(Building Permits - Earth Subsidence and Landslide) of the Edmonds Community
Development Code.
- 4*Q
If the property owner wishes to apply for a specific development permit which they feel
would not impact the Critical Areas located on the site, they may submit their proposal to
the Planning Department for review. If the Planning Department rinds that the proposed
development permit will not adversely impact a Critical Areas or its buffers, a conditional
waiver may be issued on a project by project basis.
Name
Date
2
STREET FILE
GARBE-WELLER CONSTRUCTION COMPANY
12616 49TH AVE WEST, MUKFLTEO, WA 98275-5600
(206) 745-8613 PAGER: (206) 993-1612 FAX: (206) 745-8902
(lie#: GARBEWC044L8)
May 4, 1997
Building Official
City of Edmonds
Edmonds, WA
Re: Lot #1 of S-17-91
To Whom It May Concern:
The following is intended to satisfy item #12 (Applicant/Owner Liability & Landslide
Acknowledgment) of the "Application Checklist For Building Permit Submittals."
As the owner and builder of the single family structure being submitted for a building
permit on lot #1 of S-17-91 I warrant the accuracy of all permit submittal information and
relieve the City of Edmonds and its staff from any liability associated with reliance on such
permit application submittals. While the application may reference the reports of prior
public consultants to the City of Edmonds, all conclusions are mine (the applicant/owner)
and my design professionals. I understand and accept the risk of developing in an area
with potentially unstable soils. I pledge to advise, in writing, any prospective purchasers of
the site, or any prospective lessees of structures* on the site, of the slide potential of this
area.
ZResp tfully, STATEOFWASHIN ON -
COUNTY OF r
On this day personafly appeared before me
ohn W. G-arbe
to me known to be the individual(s) described in and
who executed this instrument, and acknowledged they
signed the same as their free and voluntary act and
0,1 deed for the purposes mentioned herein.
z Z�`IZQ
%ON
J%
MAY 2 8 1997 0
z
40 hiven' nder my hand and official seal this
PERMIT COUNTER
UN
day of 1992
00
of#,,
iWdr'fPubhc in and for the State of Washington
residing at
STREET FILE
DESIGN CONSULTANTS
P.O. BOX 1306
M'CWJLTEO, WA 98275
(200745-6569 .
4-15-97
CITY OF EDMONDS
BUILDING DEPT.
SUBJECTY: JOBW GARGE CONSTRUCTION
PLAN 0 3135
GROTECHREPORT
PROPOSED DENCE
LOT I of S- 17-91
CITY of EDMONDS
Dear Sir,
Prior to the design and draffing of the plans for the residmee for lot I the Wotech report
by Robert Wwd was reviewe& Ma conclusions vmv then incorporatM into the design of
plan 3135 for Garbe C.onstruction.
Sincerely,
Clutries C. Lee
�410 2 8 1,497
PERMIT COUNTER
L66T BE -AdU 2BL68PE90E : 'ON ENOH6 SlNu-insNoD NOIS30 : WOdA
14
-i
Critical Areas Checklist
.0
Site Information (soils/topography/hydrolo.gy/yegetation)
1. Site AddressfUcation: P 0 �e�-, / 4
2. Property Tax Account Number: ell'f'f ..Ve 0 0/,?
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed?
-Zyes; Zno.
If yes; how is site developed? Ao
5.
6.
7.
8.
9.
10
Describe the general site topography- Check all that apply.
Flat: less than 5 -feet elevation change over entire site.
Rolling: slopes on site generall. ' y less than 15 % (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 307a ( a vertical rise
of 10-feet over a horizontal distance of 33 to 66-feet).
L"" Steep: grades of greater than 30,5/o present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
Site contains -areas of year-round standing water: JV c Y),,7 Approx. Depth:
Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year? A-1
Site is in the floodway /1/v floodplain -I""' of a water course.
S-ite contains a creek or an area where water flows across the grounds surface?
round? _. !��/l Flows are seasonal? IWA (What time of year?
Site is primarily: forested
urban landscaped (lawn,shmbs etc)
11. Obvious wetland is present on site: YO
; meadow _; shrubs
Flows are year-
IVIX - ) -
mixed
0/ oc
For City Staff Use Only
1. Site is Zoned?
2. 9CS mapped soil type(s)? (`r"' '2 4 L6-Zv-j 1'5
92 .4,�
�_j
3. Wetland inventory or C.A. map indicates wetland present on site?
4;.:-. !-,Critical Areas inventory or C.A. map indicates Critical Area on site? Yts - 14< "*,v-
5. - 'Site within' designated earth subsidence landslide hazard area?
6. 8esignated on the Environmentally Sensitive Area I s Map?
.DETiRMWATION
I.:--�;ruDY REQUIRED
CONDIVONAL WAIVER
WAIVER
Reviewed by:
�Jlanner Date
0XV01104M
9
City of Edmon&
uritical Areas
Checklist
The Critical Areas Checklist contained on
this form is to be filled out by any person
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable
City staff to determine whether any
potential Critical Areas are or may be
present on the subject property. The
information needed to complete the
Check][ist should be easily available from
observations of the site or data availableat
City Hall (Critical Areas inventories, maps,
or soil surveys).
An applicant, or his/her representative,
must fill out the checklist, sion and dateit,
b
-and Submit it to the City. The City will
review the checklist, make a precursory site
visit, -and make adetermination of the
subsquent steps necessary to complete a
development permit application.
With a signed copy of this form, the
ZpPlicant should also submit a vicinity map
or plot plan for Individual lots of the parcel
with enough detail that City staff can find
and identify the subject parcel�s)- in
addition, the A.P.Plican-Ushall include
other.pertinent information (e.g. sitte
plan, topography map, etc.) orstudies in
conjunction with this Checklist to assist
staff In completing their preli iminary
assessmentof the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner I Applicant:
Name
itreet Address
'et" lv�q
ni- Ytrl* /I/ 21"'�-
City, State, ZIP Phone
s7gn—ature
Date
Applicant Representative:
Nam
Street Address
City, State, ZIP Phone
- Signature
Date
City of Edmonds
Critical Areas Determination
Applicant: � John Garbe Determination #: CA-96-233
Project Name: I Permit Number:
Site Location: 18104 - 88th Ave. W. Property Tax Acct #: 4188 000 017 0106
Project Description:
Non -Project Specific
Determination: Study Required:
During review and inspection of the subject site, it was found that the site appears to contain
and/or.is adjacent to a Steep Slope Hazard Area pursuant to Chapter 20.15B of the Edmonds
Community Development Code (ECDC). To determine if a Steep Slope Hazard Area does
exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope
Hazard Areas must be completed. Any slope over 40 % with more than 20 feet of rise will be
classified as a Steep Slope Hazard Area. A 50 foot buffer is required from both the top and
toe of the slope. A 15 foot building setback is required from the 50 foot buffer.
For development of any kind which is proposed within the critical area, 50 foot buffer or 15
foot buffer setback, it must be shown that the development will not adversely impact the
Critical Area or its buffer, by doing one or possibly both of the following depending on the
outcome of the study:
1. Tor development proposals which will occur within the 50 foot buffer, but no closer
than 10 feet from the top or toe of the slope, the 50 foot buffer requirement may be
reduced to 10 feet if a study is completed by a licensed geologist or geotechnical
engineer which clearly demonstrates that the proposed buffer alteration will have no
adverse impact upon the site, the public or any private party. All Critical Area Studies
must be completed by a licensed Geotechnical Engineer (as defined in ECDC
20.15B.020.Y) or under a three party contract where the City hires the professional
required, and the applicant pays for the study (pursuant to ECDC Section 20.15B. 140).
2. If development must occur within the critical area, buffer, and/or buffer setback, and is
not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception
and Variance must be obtained pursuant to ECDC 20.15B. 170A and 20.15B. 040C.
All proposed development of the subject lot must meet the requirements of Chapter 19.05
(Building Permits - Earth Subsidence and Landslide) of the Edmonds Community
Development Code.
If the property owner wishes to apply for a specific development permit which they feel
would not impact the Critical Areas located on the site, they may submit their proposal to
the Planning Department for review. If the Planning Department finds that the proposed
development permit will not adversely impact a Critical Areas or its' buffers, a conditional
waiver may be issued on a project by project basis.
Name
Date
2
PERMIT APPLICATION REQUIREMENTS
o: Applicant
rom: Jamal Mahmoud, Engineering Inspector
wner J 6�4 t, K—,2C, r.��
Plan Check No: 9-
ddress: Date: e— jr—
fter review of the subject permit application, the following requirements must be met
Construction hours are: WEEKDAYS — 7:00 A.M.-10:00 P.M.;WEEKENDSIHOLIDAYS — 10:00 A.IVL-6:00 P.1VL
separate RIGHT-OF-WAY CONSTRUCTION PERMIT is required for all work on public property. (ECDC 1&60)
Truck haul route plan must be submitted and approved prior tcL permit issuance.
Builder/owner is responsible for containing all temporary runoff and erosion.control on site (ECDC 1830.030d).
NO WORK SHALL BE DONE WITHIN 15 FEET OF STREAM OR 10 FEET FROM ANY CLOSED MAWAGE
FACILITY. BUILDER/OWNER IS RESPONSIBLE FOR IDENTIFYING CONDITIONS ON THE DRAW-JN- G.
(ECDC 1&30.50G)
FILTER FABRIC FENCE SHALL HE INSTALLED AND INSPECTED PRIOR TO CLEARING AND CONSTRUCTION.
(ECDC 1830)
INSPECnONS ARE REQUIRED ON STORM DRAINAGE SYSTEMS, TIGHTLINES AND CATCH BASIN
INSTALLATION. INSPECMONS ARE REQUIRED PRIOR TO BAC"MLING. (ECDC 1830)
Repair or replace all defective existing curb, gutter and sidewalk adjacent to the property. if an intersection is involved, a handicap ramp
may be required. Contractor shall meet with the City Engineering staff to determine the extent of repair prior to issuance of the permit
(ECDC 1&90)
Driveway slope shall not exceed 14% without a waiver. Every attempt should be made to keep the slope below 14%. Waiver granted to
(ECDC 18.80.060D)
Driveways must be paved from' property line to City RIGHT-O&WAY. A separate permit is required. (ECDC 18.80.060C)
INSPECTIONS ARE REQUIRED ON DRIVEWAYS AND SIDEWALKS PRIOR TO AND AFI-ER POURING. (ECDC 1830)
No burning of construction refuse without a permit from the Fire Departrnent.
Connection to City water system iss require& There is a separate charge.fbr the water meter (ECDC 7120)..
A back water valve is required if downstaiis plumbing is below the elevation of upstream manhole. (ECDC 7.20)
Water and sewer main lines should be separated by 10 feet minimum. (ECDC 18.10)
Connection to the City sanitary system is required. A separate permit is required.
LID# Fees paid: Yes No Charge 56 (ECDC 18.10)
Underground wiring is required on all new construction, and for additions, alterations, and repairs that exceed 50% of the total assessed
value of the structure. (ECDC 18.90)
A FINAL ENGINEERING INSPECMON IS REQUIRED PRIOR TO THE BUILDING DIVISION GRANTING OCCUPANCY
OF THE BUELDING OR STRUCTURE. (ECDC 18.90)
� GA"IM
,A/07-- (,)Sj5D— -P-47— X�7A
STANDARD DRAINAGE DETENTION SYSTEM oxf
WORKSHEET
OWNER To4m U., Gcv&c CAILC BY: ao 4
9/
ADDRESS 7 1- 1#1 b 7
A,914Z
DATE:
*****DESIGN DATA*****
IMPERVIOUS AREA PIPE DIA PIPE LG ORIFIC.E
24 -2-9W 3/q
DE*TENTION PIPE LENGTH LOCKING LID
(TY ICAL)
FINISHED G
4L MINIMUM
tITYPICAL)T
M
Tj 6 M IUN RANCf.,
MAY 2 9 1997 G:HTLI E M iASUR&PROM or
CONC BOX
OR RISER
.5% TO 1% SLOPE
CUT
fO OUTLET
- *
PEAM17 C0014TER
QU L T
OUTLET CONTROL
Co,
MIN.
UPPER CATCH BASIN 'ORIFICE
CONTROL CATCH BASIN
SYSTEM CROSS SECTION
6-6'
xfo
2'X2'X6' DEEP, 4-6- SPALLS OR EQUAL
FROM CONTROL CB
2'X 2'X 3' DEEP, 3/4' CRUSHED ROCK EXISTING GRADE
ST'
EOXIG,RASDE
R
FROM CONTROL OUTLET WASHED ROCK
LE T 1A HED R(
OUTFL
"OUTFILOW TRENCH, MIN 10- LdNG.
PERF
PERF PIPE TO BE LEVEL
P PERF I
ERF P PE W/ END CAPS
TRENCH SHALL BE LINED WITH MIRAFI
RiPRAP ouTLEr PRIOR TO PLACEMENT or WASHED DRAIN ROCK
RUNOFF SPREADER. TRENCH
FOOTING DRMNS AWL NOT BE CONNECTED 70 DETENTION SYSTEM
NOTES. -
I. Call Engineering Division (771-0220) for a tightline and detention system inspection
APPROVED BY
before backfilling and for final inspections.
2, Responsibility for operation and maintenance of drainage systems on private property is the
responsibility of the property owner. Material accumulated in the storage pipe must be flushed
DATE
I I
out and removed from the catch basins to allow proper operation. 'Me outlet control orifice
must he kept open at all times.
Table 1 — Detention Pipe Sizes
Impermeable
Required
Area Sq. Ft.
Vol Cu Ft
2000
50
2500
62
3000
75
3500
87
4000
100
4500
1 12
5000
125
Note: Allowable Pipe Materials:
Impermeable
Area Sa. Ft.
200,0'.1
25,00"
X00
`�4000
4500
5000
Pipe Diameter
15" 18n 24" 3011
40 28 16
10
50 35 20
13
60 42 24
15 Required pipe
70 .49 28
18 length in feet
80 56. 32
21
90 63 36
23
100 70 40
25
Reinforced Concrete
Aluminized Steel
Aluminum
CMP Asphalt Coated
N — 12 ADS (Not permitted on roads)
Table 2 — Outlet Orifice Sizes
Outlet Orifice Diameter (inches)
5/8
5/8
3/4
3/4
7/8
7/8
7/8
Table 3 — Rectangular Catch Basin Requirements
Detention
Max. size
Catch Basin
pipe diameter
knockout
Type
< 18"
20"
Type 1, C13 15
18" to 24"
26"
Type IL, CB 16
24" to 36"
3611
Type 11, CB 19 19 (48" Basin)
36" to 42"
4211
Type 11, CB 19 19 (54" Basin)
*Source: Assoc. Sand & Gravel Co. Standards
5
Revised 3/16/95
STREET FILF
GARBE-WELLER CONSTRUCTION COMPANY
12616 49TH AVE WEST, MUKIELTEO, WA 98275-5600
(206) 745-8613 PAGER: (206) 993-1612 FAX: (206) 745-8902
(lic#: GARBEWC044L8)
August 4, 1997
R
Meg Gruwell ECEIVEr
Code Enforcement Technician
4097
City of Edmonds
Edmonds, WA
-1ERMF" COUN":
Re: Lot #1 of S-17-91, RE -LANDSCAPING PLAN
Dear Meg:
The following is my revised re -landscaping plan. I have included the plant list that you see below and an accompanying
site plan with approximate planting locations. You will notice that the south 1/3 of the lot 'in the area of the steep slope
is left in its native condition, we should have no reason to disturb this area. Also, please note that the maple tree in the
northern section of the lot that we had previously called out to be removed will not be disturbed.
The following are examples of the type of plants which will be used in re -landscaping:
Evergreen Trees:
Western red cedar
Alaskan Cedar
Calodedrus decurrens
10
Chamaecyparis lawsoniana
Chamaecyparis nootkatensis
Juniperus scopuloruin
Lithocarpus densiflorus
Pinus moniticola
Deciduous Trees:
Vine Maple
Larix occidentalis
Betula papyifera
S�
Primus virginiana var. demissa
Populus tremuloides
Evergreen Shrubs:
Berberis aquifolium (Mahonia a.)
Myrita californica
Taxus brevifolia
Umbellularia califomica
Vaccinium ovatum
Deciduous Shrubs:
Amelanchier alnifolia
Philadelphus lewisii
Red twig dogwood
Osmaronia cerasiformis
Ground Covers:
Ceanothus prostratus
Fragaria chiloensis
Vancouveria hexandra
Gaultheria shallon
Sala
Respectfully,
4
Jol��W. Garbe
-7
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GEOTECH
CONSULTANTS, INC.
A
13256 NE 20th Street, Suite 16 P.O. Boi 2054
Bellevue, WA 98005 Tacoma, WA 98401
206-747-5618 FAX 747-8561 206-627-5990 FAX 627-2114
JOB LOCATION
GENERAL CONTRACTOR
ix� —
GRADING CONTRACTOR
GENERAL CONTRACTOR'S SUPT
GRADING FOREPERSON
DAILY FIELD REPORT
TRAVIEUPREP TIME
JOB NUMBER
TIME ON SITE
DATE,/
TIME OFF qITE
DAY OF WEEK
IV IC/ : ��)
I 1/f 124�—
'
HOURS CHARGED WEATHER —
CLIENT/OWNER
Aiak- - A� hfX
MILES
PERMIT NUMBER
VISITORS
PAGE OF
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NEXT SITE VISIT:
COPY TO: S1 E::
CITY. COPY'
SUPPLEMENTAL LETTER
GEOTECHNICAL ENGINEERING INVESTIGATION
PLANNED SHORT PLAT
OLYMPIC VIEW DRIVE, EDMONDS
FOR
ALBERT AND NORMA SAND
COUVRETTE
GEOTECHNICAL
ENGINEERING
V JL%A-J AL �L AL0
GEoTECBMCA'L
ENGINEEMG
17406 - 133RD AVENUE NoRTHEAsT - WOODMVILLE, WASHINGTON 98072 (206) 486-1669
Albert and Norma Sand
4015 - 164th SW #26
Lynnwood, Washington 98037
February 5, 1992
Supplemental Letter
Geotechnical Engineering Investigation
Planned Short Plat
Olympic View Drive, Edmonds
CGE File No. 274-01
INTRODUCTION
GENERAL
This letter provides a supplement to my original report for your planned short plat in the City of
Edmonds. I was not provided a site grading plan at the time the original report was prepared. You
have now provided me with a site grading plan, in addition to a copy of the review comments by the
engineering firm, Landau and Associates, who is reviewing the geotechnical aspects of the project for
the City of Edmonds. My original report for this project was dated June 13, 1991.
The site is currently an empty lot. You plan to parcel the site into 4 lots. A copy of the grading
plan that you have provided to me is attached to this report. A low area exists on the northwest corner
of the site adjacent to Olympic View Drive. The remainder of the site slopes moderately to steeply up
to the south and east from the low area and Olympic View Drive. A drain'age Swale traverses the site
from the southeast to the low area in the northwest. The low area is also fed by a creek just off site to
the west. The creek is then channeled into a culvert that flows under Olympic View Drive. My
original report discussed various types of fill placement, foundations and. wall designs. These were
intended to be preliminary recommendations in order to plan site development. Those
recommendations are still valid and can be used for future site planning.
PLANNED GRADING
I understand that your current plan is to fill the drainage Swale and low area where the culvert is
located. The lots would then be sold and the individual lot owner's would be responsible for final
grading. The intent is to use clean (free of organic matter and debris) soil as fill and place it in a
moderately compact form. You do not intend' to place, the fill as an engineered compacted fill. We
Planned Short Plat
Februltry 5, 1992.
-CGE-File*No. 274-01
Page 2
have discussed that a fill embankment slope in the low area near the west property line would'not be
suitable if it was constructed with non -compacted fill. The alternative is to use a structural fill berm or
to fill the entire low area level. You have decided to fill the entire low area to level and not create a
fill embankment in this area based on this discussion. You currently have an easement to fill the low
area on the adjacent property. Ile future structures are expected to be founded on piles or piers that
extend through the fill and into the underlying dense or stiff Whidbey Foundation. The deep
foundations will be designed when the individual lots are developed. The design of measures to
stabilize the upper soils on the steeper portions of the site will also be part of the final plans for
individual lot development.
The steeper portions of the site (in the south) are considered unstable with respect to shallow
failures. Some o f these soils appear to be derived from fill that was placed on the top of the slope
when the property to the south was developed. These failures were discussed in the original report and
would need to be stabilized during final site development. The methods used to stabilize these features
should be incorporated into the final site grading.and design. The original report identified methods
for stabilization (slope angles, walls, geogrid walls). You indicate that you do not intend to stabilize
these slopes at this time but to inform potential buyers that this will be a requirement of final grading.
The axis of the swale to be filled slopes at an approximate angle of 12 degrees. The final fill
surface slope is to be inclined at 14 degrees down to an elevation of about 230 where is will be sloped
only to facilitate drainage of the fill surface. The surface soil conditions expected in this area are silty
fine sands. A site grading plan is attached as Figure 1. Figure 2 shows a cross section through the
swale indicating the existing ground surface slope and the expected depth of fill.
REVIEW OF LETTER BY LANDAU AND ASSOCIATES
The original report discussed site stability and landslide hazards. These items were further
discussed in the review by Landau and Associates. It is important to note that the report states that it
is my opinion that the fractures observed in the lower portion of the Whidbey formation were tight and
did not exhibit recent (post glacial) movement. Soils in the upper portion of this unit appears to have
loosened and should be considered unstable. The depth to the intact fracture zones observed in the test
pits was on the order of 2 to 6 feet. These soils canbe stabilized with engineer ed structures. It -is my
opinion that the probability portion of City Ordinance 2261 does not apply. My interpretation of that
ordinance is that it was written for areas that have a recent history of deep landslide failures, such as
the Meadowdale complex. This type of failure cannot be economically stabilized to bring to a standard
factor of safety and some type of risk is assumed by the owner. I have not observed any evidence of
deep instability at the site. Providing that the recommendations in my original report are followed, the
COUVRETTE, GEOTECBMCAL ENGINEERING
Planned Short Plat
February 5, 1992
-.0GE File No. 274-01
Page 3
stability with respect to deep failures should not be changed. The deep stability would be most
effected by a deep non -shored cut at the base of the slope. Based on the current grading plans this
does not appear likely, however, this is intended to be reviewed at the time the site is developed. The
shallow instability noted on the steeper slopes will have to be addressed and stabilized during final site
development. Ibis is not a probability issue as discussed in the ordinance. These conditions need to
be stabilized to what is considered standard engineering practice for retaining soils.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
It is my opinion that the grading planned as proposed is a reasonable approach to site
development. The inclination of the existing ground surface is low with respect to the shear strenkth
of imported soil. This assumes that the fill surface will be near level through the low area. If a slope
is to be constructed in the northwest corner near the property line, it would have to be evaluated for
stability. Most likely, a fill slope near the property line would have to be properly compacted to
engineering standards with minimum dimensions determined by analysis. I have not provided
recommendations for construction of a structural fill embankment since this option is not intended to be
used. Although the fill is not to be compacted to engineering standards, it should be moderately
compacted using spreading equipment. It should have the ability to withstand truck traffic. That is,
fill placement should be stopped if trucks cannot cross the fill surface for access.
I expect that fill placed with this type of operation will most likely be fine grained and very
moisture sensitive. Fill placement may be difficult and not appropriate if the site soils are too wet for
nominal compaction. I expect that some weaving and r . utting under truck traffic will occur during
placement.
The recommendations provided in the original geotechnical report can still be used for design of
the development for individual lots. However, once the site grading plans are determined for the
individual lots they should be reviewed by a geotechnical engineer. The engineer should provide
recommendations and perform additional explorations as needed based on his or her review.
A storm drain is to be routed down the center of the swale. I recommend that a subsurface drain
be incorporated into this storm drain. It is currently difficult to justify a drainage blanket under the
entire fil I I mass on the upper portion of the swale as it is relatively shallow in depth and slope angle.
However, placing the drain within the storm trench woul d help if any water does seep toward the
swale. Also, if any future wet areas are observed during site development, drains could be installed in
these areas and routed to the subdrain in the swale.
COUVRETTE GEOTECM'4'1CAL ENGINEERING
Report
Planned Short Plat
February 5, 1992
CGE File No. 274-01
Page 4
SITE PREPARATION
'Me sloped portion of the site to be filled should be stripped of surface vegetation prior to
filling. This material can be placed within the low area if desired. Any abrupt topography in the low
area should be graded such that there is a transition from the upper to the lower elevation. It may be
necessary to construct a road into the area to be filled if the fill placement is attempted when the on site
soils are wet. This road should be constructed of 2 to 4 inch rock spaRs. The thickness of the road
will be dependent on the condition of the on site soils and the anticipated truck traffic. Tlis should be
evaluated at the time the fill is placed.
FILL PLACEMENT
The fill should be placed by spreading it in uniform lifts and compaction with the placing
equipment. I recommend spreading the fill in minimum I foot thick layers and compaction by moving
equipment over the fill surface. The spreading in lifts is intended to reduce the potential of creating
voids in the fill. The compactive effort can be made by the spreading equipment, truck traffic and
specialized compaction equipment. The fill does not require significant compaction effort to achieve
the necessary strength for the planned slope. However, the more compactive effort put into the fill the
better it will perform with respect to support of temporary and permanent access ways.and concrete
slabs. A well compacted fill surface that is not disturbed when wet can recover for construction
equipment access much faster than a loose fill that has been exposed to rain.
Ile fill surface should be sloped to drain so that it does not pond water. It would be prudent to
compact the fill surface after major spreading is done and fill will not be placed for some time. This is
particularly true at the end of the summer when the fill materials will be most easiest to compact.
FILL PERFORMANCE
The fill placed as described should be expected to settle for several years after placement. It is
not uncommon to observe on going settlements and structural distress of improperly founded structures
on fill 30 years after the structure was completed. Typically, structures on this type of deposit are
founded through the fill into native soils by overexcavation or by drilled piles or piers. Slabs and
walkways not supported on piles should be expected to continue to settle. All concrete slabs placed on
this fill should be reinforced to resist expected differential settlement. The design of individual lots
should allow for the differential settlement between pile supported structures and non -pile supported
walkways. The use of "transition" slabs should be used when necessary. A transition slab is a
suitably reinforced slab that is hinged at the pile supported structure and the other end floated on the
fill. Driveway pavements should be flexible such as asphalt to allow for future settlement. Also, site
drainage grades should be accentuated so that future settlements do not effect surface drainage.
COUVRETTE GEOTECEM, CAL ENGINEERING
Report
Plann�d Short Plat
-Febftiary'5, 1992
CGE File No. 274-01
Page 5
The design of future fill embankments or retaining walls will be influenced by the presence of
the fill. The actual impact cannot be determined until the final grading for each lot is determined and
the depth of fill at the embankment location is determined.
DRAINAGE
As discussed in the GENERAL section, I recommend that a subsurface drain be incorporated
into the storm water trench. A typical drain section is shown on the attached Figure 3. The drain
should be routed into the storm system at the base of the slope. The intent of the drain is to allow an
outlet to any subsurface water that is flowing in the swale. This drain could be tied into at the time of
future development if seepage areas are observed on the slope. This drain should be used ONLY for
ground water. Surface water should not be routed into a subsurface drain.
USE OF THIS REPORT
- . This report has been written for Albert and Norma Sand for their use in obtaining a short plat
for their site. This report is a supplement to and should be attached to the previous investigation
report, dated June 13, 1991.
Within the limitations of scope, schedule and budget, my services have been executed in
accordance with generally accepted practices in this area at the time the report was prepared. No other
conditions, express or implied, should be understood.
It has been a pleasure to provide service to you on this project. If you have. any questions or
require further information, please call.
P. Co.,,
WAIR
PkI
q z,
20285
ALS
ME-UNIUMIM
Three copies submitted
Three Figures
Yours very truly,
Couvrette Geotechnical E
Charles P. Couvrette
COUVRETTE GEOTECMSICAL ENGINEERING
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COUVRETTE GEOTECHNICAL ENGINEERING
FILE NO. 274-01'
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FILE NO. 274-01
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NOTES:
fic 2,000 Psi
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T-bars Space control JOirits 25' _0"
joint depth 14 of wall thickne5s
Cut half of T-bars at joint
F,very other V-bar, piay bo cut
at mid height
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Date: 11/23/97
Page:
CANTILEVERED RETAINING WALL DESIGN
WALL & FOOTING DATA
-
- VERTICAL LOADS
LATERAL
LOADS
Retained Height
3.50 ft
Axial DL on Stem
100 ptf
Lateral Load Acting on
Walt Ht. above Soil
0.50 ft
Axial DL on Stem
50 plf
Stem Above Soil
0.00
psf
Toe Width
1.66 ft
.... Eccentricity
-1.50 in
AddIt Lateral Load
0.00
pLf
Heel Width
1.00 ft
Surcharge over Toe
0.0 psf
Dist to Load Start
0.00
ft
Total Footing Width
2.66 ft
Surcharge over Heel
0.0 psf
Dist to Load End
0.00
ft
Footing Thickness
8.00 in
Note: Toe Surcharge Resists
Overturning
Key Depth
0.00 in
Note: Heel Surcharge Resists
Overturning
Key Width
0.00 in
SOIL DATA
- ADJACENT FOOTING
Toe to Key Dist.
0.00 ft
Allowable Bearing
2000 psf
Vertical Load
0.0
#
- SLIDING CHECK
Active Lateral
35.0 pcf
Load Eccentricity
0.00
in
Ftg/SoiL Friction
0.30
..... Max Press.
0.0 pcf
Footing Width
0.00
ft
Soil to Neglect
0.00 in
..... Slope Press.
0.0 pcf
Ftg. CL to Watt
0.00
ft
Lateral Pressure
304 #
BackfiLt Slope
0.0 :1
Vert. Position of Ftg.
- Passive ' Pressure
204 #
Passive Press.
300.0 pcf
... Above/Below:[+/-]
0.0
ft
- Friction
302 #
Soil Density
120.0 pcf
Spread Footing
? No
Add'L Force Required
0.0
#
Soil Ht over Toe
6.00
in
.SUMMARY
FOOTING
DESIGN
Pressure @ Toe =
320.4
psf
Soil Press. Mutt.
Toe
Heel
f1c
Pressure @ Heel =
473.3
psf
By ACI Eq 9-1
453
669
psf
Fy
Allowable Press.
2000
psf
Mu -Upward
686
41
ft-#
Min.
As
Percent
Ecc. of resultant
-1.03
in
Mu -Downward
309
40
ft-#
Omit
SP
Under Heel
Max. Shear @ Toe
6.69
psi
Mu -Design
378
0
ft-#
-
Toe
Max. Shear @ Heel
0.00
psi
one -Way Shear:
# 4
@
37.04
Allow. Ftg Shear
85.00
psi
Actual
6.7
0.0
psi
# 5
@
48.00
Factors of Safety:
Allowable
85.0
85.0
psi
# 6
@
48.00
Overturning
4.45
:1
Cover over Rebar
3.50
2.50
in
# 7
@
48.00
Sliding
1.66
: 1
Id,
4.50
5.50
in
# 8
@
48.00
Ru = Mu/bd-2
20.7
0.0
psi
# 9
@
48.00
SUMMARY OF FORCES
& MOMENTS
Overturning moments -
Resisting
Moments
Origin of Force...
#
ft
ft-#
#
ft
Active Soil Press.
Soil over Heel
Soil over Toe
Sloped Soil @ Heel
Adjacent Ftg. Load
Surcharge Over Heel
Surcharge over Toe
Axial Load on Wall
Load @ Proj. Walt
Averaged Stem Wts.
Added Lateral Load
Footing Weight
Key Weight
Vertical Component
of Active PressLFFe
2500 psi
40000 psi
0.0012
?
No
Heel
30.30
in o/c
46.97
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
ft-#
303.8
1.39
422.0
0
0
0
0
0
0
140.0
2.49
349.1
-23.8
0.39
-9.3
99.6
0.83
82.7
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
'0.0
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
-13
100.0
1.99
199.3
0.0
0.00
0.0
0
0
0
0
0
0
400.0
1.99
797.3
0.0
0.00
0.0
0
0
0
0
0
0
266.0
1.33
353.8
0
0
0
0.'0
0.00
0.0
0 0 0 0.0 0.00 0.0
Totals = 280.0 #
Resisting Totals Used For Soil Pressure
(Vert. Component of Active Pressure Removed)
400.2 ft-# 1005.6 #
1005.6 #
1782.2 ft-#
1782.2 f t-#
(continued on next page.... )
V4.4B (c) 1983-95 ENERCALC
SUMMIT TECHNOLOGY, KW0601315
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CANTILEVERED RETAINING WALL DESIGN
..... continued)
— STEM SUMMARY
Top Stem: From 0.00 ft to Top of Wall
8.00in Concrete w/ # 4 @ 18.00in, d= 6.
f1c= 3000.Opsi, Fy= 60000.Opsi
Wall Wt.= 100.00psf, Bar Embed= 6.Oin
Mu = 395.8 - Mn = 3671.3ft-#
Vu = 3.52 <= Vn = 93.11psi
Interaction Value = 0.108
2! in
1
8" CONC.
*4 4b 18" Vert (0 EdW"�
05 4D 18 Horiz
114 A"
HEEL (top) : 05 0 - ox.
TOE (bot) : 05 0 " a. c.
IP4 HORIZ. AS SHOWN
f.
f- 10 L(V4"
L
e-771 IV
V4.4B (c) 1983-95 ENERCALC
SUMMIT TECHNOLOGY, KW0601315
Choose "Title Block" menu item
on Settings Screen to change
these five lines to your own
special title information
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Date: 11/23/97
CANTILEVERED RETAINING WALL DESIGN
- WALL & FOOTING DATA
-
- VERTICAL LOADS
Retained Height
5.50
ft
Axial DL on Stem
100
ptf
Wall Ht. above Soil
0.50
ft
Axial DL on Stem
50
pif
Toe Width
4.20
ft
.... Eccentricity
-1.50
in
Heel Width
1.00
ft
Surcharge over Toe
0.0
psf
Total Footing Width
5.20
ft
Surcharge over Heel
0.0
psf
Footing Thickness
8.00
in
Note: Toe Surcharge Resists
Overturning
Key Depth
0.00
in
Note: Heel Surcharge Resists
Overturning
Page:
LATERAL LOADS
Lateral Load
Acting on
Stem ' Above Soil
__0.00
psf
Add1t Lateral
Load
0.00
pLf
Dist to Load
Start
0.00
ft
Dist to Load
End
0.00
ft
Key Width
0.00 in
SOIL DATA
ADJACENT FOOTING
Toe to Key Dist.
0.00 ft
Allowable Bearing
2000
psf
Vertical Load
0.0
#
- SLIDING CHECK
-
Active Lateral
35.0
pcf
Load Eccentricity
0.00
in
Ftg/Soil Friction
0.30
..... Max Press.
0.0
pcf
Footing Width
0.00
ft
Soil to Neglect
0.00 in
..... Slope Press.
0.0
pcf
Ftg. CL to Watt
0.00
ft
Lateral Pressure
665 #
BackfiLt Slope
0.0
:1
Vert. Position of Ftg.
- Passive Pressure
204 #
Passive Press.
300.0
pcf
...Above/BeLow:I+/-I
0.0
ft
- Friction
508 #
Soil Density
120.0
pcf
Spread Footing ?
No
AddIt Force Required
0.0 #
Soil Ht over Toe
6.00
in
I SUMMARY
FOOTING
DESIGN
Pressure @ Toe
= 218.4
psf
Soil Press. MuLt.
Toe
Heel
f1c
2500 psi
Pressure @ Heel
= 451.6
psf
By ACI Eq 9-1 =
308
636
psf
Fy
40000 psi
Allowable Press.
2000
psf
Mu -Upward =
3493
44
ft-#
Min.
As
Percent
0.0012
Ecc. of resultant
-3.62
in
Mu -Downward =
1976
59
ft-#
Omit
SP
Under Heel
?
No
Max. Shear @ Toe
14.48
psi
Mu -Design =
1518
-15
ft-#
-
Toe
Heel
Max. Shear @ Heel
0.00
psi
One -Way Shear:
# 4
@
15.73
30.30
in
o/c
Allow. Ftg Shear
85.00
psi
Actual
14.5
0.0
psi
# 5
@
24.39
46.97
in
o/c
Factors of Safety:
Allowable =
85.0
85.0
psi
# 6
@
34.61
48.00
in
o/c
Overturning
4.58
1
cover over Rebar =
3.50
2.50
in
# 7
@
47.20
48.00
in
o/c
Sliding
1.07
1
Id,
4.50
5.50
in
# 8
@
48.00
48.00
in
o/c
Ru = Mu/bd-2
83.3
0.6
psi
# 9
@
48.00
48.00
in
o/c
SUMMARY OF FORCES
& MOMENTS
Overturning
Moments
Resisting
Moments
Origin of Force...
#
ft
ft-#
#
ft
ft-#
Active Soil Press.
Soil over Heel
Soil over Toe
Sloped Soil @ Heel
Adjacent Ftg. Load
Surcharge Over Heel
Surcharge over Toe
Axial Load on Watt
Load @ Proj. Watt
Averaged Stem Wts.
Added Lateral Load
Footing Weight
Key Weight
Vertical Component
of Active Pressupe
665.5
2.06
1367.9
0
0
0
0
0
0
220.0
5.03
1107.3
-23.8
0.39
-9.3
252.0
2.10
529.2
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
-13
100.0
4.53
453.3
0.0
0.00
0.0
0
0
0
0
0
0
600.0
4.53
2720.0
0.0
0.00
0.0
0
0
0
0
0
0
520.0
2.60
1352.0
0
0
0
0.0
0.00
0.0
0 0
Totals = 641.7 #
Resisting Totals Used For Soil Pressure
(Vert. Component of Active Pressure Removed)
0 0.0 0.00
1346.2 ft-# 1692. 0 #
1692. 0 #
0.0
6161.9 f t - #
6161.9 ft-#
(continued on next page....
V4.48 (c) 1983-95 ENERCALC
SUMMIT TECHNOLOGY, KW0601315
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CANTILEVERED RETAINING WALL DESIGN
..... continued)
- STEM SUMMARY
Top Stem: From 0.00 ft to Top of Wait
8.00in Concrete w/ # 4 @ 13.00in, d= 6.
flc= 3000.Opsi, Fy= 60000.Opsi
Wait Wt.= 100.00psf, Bar Embed= 6.Oin
Mu = 1620.5 <= Mn = 5041.5ft-#
Vu = 9.83 <= Vn = 93.11psi
interaction Vatue = 0.321
Date: 11/23/97
2! in
L
4-22f4
8" CONC.
*4 4b 13" Vert o E
05 0 18 Horiz
. . . . . . . . . . ..... -- --- ---
. . . . . . . ...
HEEL (lop): 415 0 o.c.
TOE (bot): 05 tb ox.
w4 HORI Z. AS SHOWN
L
L
4- SSI 4
L
51-22/4"
Page:
V4.4B (c) 1983-95 ENERCALC SUMMIT TECHNOLOGY, KW0601315
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Date: 11/23/97
CANTILEVERED RETAINING WALL DESIGN
Page:
- WALL & FOOTING DATA
-
- VERTICAL LOADS
- LATERAL LOADS -
Retained Height
7.50
ft
Axial DL on Stem
100 pLf
Lateral Load Acting on
Watt Ht. above Soil
0.50
ft
Axial DL on Stem
50 ptf
Stem Above Soil
Toe Width
5.20
ft
.... Eccentricity
-1.50 in
Add't Lateral Load
Heel Width
1.00
ft
Surcharge over Toe
0.0 psf
Dist to Load Start
Total Footing Width
6.20
ft
Surcharge over Heel
0.0 psf
Dist to Load End
Footing Thickness
8.00
in
Note: Toe Surcharge Resists
Overturning
Key Depth
0.00
in
Note: Heel Surcharge Resists
Overturning
Key Width
0.00
in
SOIL DATA
ADJACENT FOOTING
Toe to Key Dist.
0.00
ft
Allowable Bearing
2000 psf
Vertical Load
- SLIDING CHECK
-
Active Lateral
35.0 pcf
Load Eccentricity
Ftg/Soit Friction
0.30
..... Max Press.
0.0 pcf
Footing Width
Soil to Neglect
0.00
in
..... Slope Press.
0.0 pcf
Ftg. CL to Walt
Lateral Pressure
1167
#
Backfitt Slope
0.0 : 1
Vert. Position of Ftg.
- Passive Pressure
204
#
Passive Press.
300.0 pcf
...Above/Betow:[+/-]
- Friction
640
#
Soil Density
120.0 pcf
Spread Footing ?
Addli Force Required =
299.6
#
Soil Ht over Toe
6.00
in
SUMMARY
FOOTING
DESIGN
Pressure @ Toe =
368.7
psf
Soil Press. MuLt.
Toe
Heel
f1c
Pressure @ Heel =
335.2
psf
By ACI Eq 9-1 =
519
472
psf
Fy
Allowable Press.
2000
psf
Mu -Upward =
6835
26
ft-#
Min.
As
Percent
Ecc. of resultant
0.59
in
Mu -Downward =
3028
78
ft-#
Omit
SP
Under Heel
Max. Shear @ Toe
24. 69
psi
Mu -Design =
3806
-52
ft-#
-
Toe
Max. Shear @ Heel
0.00
psi
One -Way Shear:
# 4
@
8.07
Allow. Ftg Shear
85.00
psi
Actual
24.7
0.0
psi
# 5
@
12.51
Factors of Safety:
Allowable =
85.0
85.0
psi
# 6
@
17.76
Overturning
3.02
:1
Cover over Rebar =
3.50
2.50
in
# 7
@
24.21
Sliding
0.72
:1
Id'
4.50
5.50
in
# 8
@
31.88
Ru = Mu/bd^2
208.8
1.9
psi
# 9
@
40.36
Origin of Force...
Active Soil Press.
Soil over Heel
Soil over Toe
Sloped Soil @ Heel
Adjacent Ftg. Load
Surcharge Over Heel
Surcharge over Toe
Axial Load on Watt
Load @ Proj. Watt
Averaged Stem Wts.
Added Lateral Load
Footing Weight
Key Weight
Vertical Component
of Active PressuFe
0.00 psf
0.00 plf
0.00 ft
0.00 ft
0.0 #
0.00 in
0.00 ft
0.00 ft
0.0 ft
No
2500 psi
40000 psi
0.0012
?
No
Heel
30.30
in o/c
46.97
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
bUMMARY Ur
rUKUCa & RUMCNIZ
- Overturning
Moments
Resisting Moments
#
ft
ft-#
#
ft
ft-#
1167.2
2.72
3177.2
0
0
0
0
0
0
300.0
6.03
1810.0
-23.8
0.39
-9.3
312.0
2.60
811.2
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
-13
100.0
5.53
553.3
0.0
0.00
0.0
0
0
0
0
0
0
800.0
5.53
4426.7
0.0
0.00
0.0
0
0
0
0
0
0
620.0
3.10
1922.0
0
0
0
0.0
0.00
0.0
0
0
0
0.0
0.00
0.0
Totals = 1143.3 #
Resisting Totals Used For Soil Pressure
(Vert. Component of Active Pressure Removed)
3155.5 ft-# 2132.0 #
2132.0 #
9523.2 ft-#
9523.2 f t -#
(continued on next page.... )
V4.4B (c) 1983-95 ENERCALC SUMMIT TECHNOLOGY, KW0601315
Choose "'Title Blo'ck" menu item
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Date: 11/23/97 Page:
CANTILEVERED RETAINING WALL DESIGN
..... continued)
- STEM SUMMARY
Top Stem: From 0.00 ft to Top of Wall
8.00in Concrete w/ # 4 @ 12.00in, d= 6.
flc= 3000.Opsi, Fy= 60000.Opsi
Wall Wt.= 100.00psf, Bar Embed= 6.4in
Mu = 4154.2 <= Mn = 5448.Oft-#
Vu = 19.32 <= Vn = 93.11psi
Interaction Value = 0.763
2! in
W' CONC 5�-22/41"
4 0 12:. Vert 0 Ed 1 16--
AtS 0 1 8 Horiz
Z;3
6
HEEL (top) 05 4b " o.c.
TOE (bot): 05 tb " o.c.
04 HORIZ, AS SHOWN
1'- 101 W 4'*
5- S5/ 4"
L
V-22/4"
V4.4B (c) 1983-95 ENERCALC SUMMIT TECHNOLOGY, KW0601315
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special title information
& company logo
CANTILEVERED RETAINING WALL DESIGN
- WALL & FOOTING DATA
Retained Height
Wait Ht. above Soil
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Depth
Key Width
Toe to Key Dist.
- SLIDING CHECK
Ftg/Soil Friction
Soil to Neglect
Lateral Pressure
- Passive Pressure
- Friction
Addli Force Required
SUMMARY
Pressure @ Toe
Pressure @ Heel
AttowabLe Press.
Ecc. of resultant
Max. Shear @ Toe
Max. Shear @ Heel
Allow. Ftg Shear
Factors of Safety:
Overturning
Stiding
Origin of Force...
Active Soil Press.
Soil over Heel
Soil over Toe
Sloped Soil @ Heel
Adjacent Ftg. Load
Surcharge Over Heel
Surcharge over Toe
Axial Load on Watt
Load @ Proj. Wait
Averaged Stem Wts.
Added Lateral Load
Footing Weight
Key Weight
Vertical Component
of Active Pressure
Date: 11/23/97
Page:
-
- VERTICAL LOADS
LATERAL LOADS
9.50
ft
Axial DL on Stem
100
p1f
Lateral Load Acting on
0.50
ft
Axial DL on Stem
50
ptf
Stem Above Soil
0.00
psf
4.33
ft
.... Eccentricity
-1.50
in
Addli Lateral Load ---0.00
ptf
1.33
ft
Surcharge over Toe
0.0
psf
Dist to Load Start
0.00
ft
5.67
ft
Surcharge over Heel
0.0
psf
Dist to Load End
0.00
ft
8.00
in
Note: Toe Surcharge Resists
Overturning
0.00
in
Note: Heel Surcharge Resists
Overturning
0.00
in
SOIL DATA
ADJACENT FOOTING
0.00
ft
AttowabLe Bearing
2000
psf
Vertical Load
0.0
#
-
Active Lateral
35.0
pcf
Load Eccentricity
0.00
in
0.30
..... Max Press.
0.0
pcf
Footing Width
0.00
ft
0.00
in
..... Slope Press.
0.0
pcf
Ftg. CL to Wait
0.00
ft
1809
#
Backfitt Slope
0.0
: 1
Vert. Position of Ftg.
204
#
Passive Press.
300.0
pcf
... Above/BeLow:[+/-]
0.0
ft
806
#
Soil Density
120.0
pcf
Spread Footing ?
No
74.9
#
Soil Ht over Toe
6.00
in
-
FOOTING DESIGN
905.5
psf
Soil Press. MuLt.
Toe
Heel
f1c
60.4
psf
By ACI Eq 9-1 =
1273
85
psf
Fy
2000
psf
Mu -Upward =
9105
29
ft-#
Min.
As
Percent
9.91
in
Mu -Downward =
2103
386
ft-#
Omit
SP
Under Heel
46.46
psi
Mu -Design =
7002
-357
ft-#
-
Toe
-5.14
psi
One -Way Shear:
# 4
@
4.16
85.00
psi
Actual
46.5
5.1
psi
# 5
@
6.45
Allowable =
85.0
85.0
psi
# 6
@
9.16
1.86
:1
cover over Rebar =
3.50
2.50
in
# 7
@
12.49
0.56
:1
Id,
4.50
5.50
in
# 8
@
16.44
Ru = Mu/bd-2
384.2
13.1
psi
# 9
@
20.81
- ZURMAKY Or FORCES & MOMENTS
Overturning Moments
# ft ft-# #
2500 psi
40000 psi
0.0012
?
No
Heel
30.30
in o/c
46.97
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
48.00
in o/c
Resisting Moments
ft ft-#
1808.8
3.39
6129.9
0
0
0
0
0
0
760.0
5.33
4052.9
-23.8
0.39
-9.3
260.0
2.17
563.2
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
0
0.0
0.00
0.0
0.0
0.00
0.0
0.0
0.00
0.0
0
0
-13
100.0
4.67
466.6
0.0
0.00
0.0
0
0
0
0
0
0
1000.0
4.67
4666.3
0.0
0.00
0.0
0
0
0
0
0
0
566.6
2.83
1605.3
0
0
0
0.0
0.00
0.0
0 0
Totals = 1785.0 #
Resisting Totals Used For Soil Pressure
(Vert. Component of Active Pressure Removed)
0 0.0 0.00
6108.1 ft-# 2686.6 #
2686.6 #
0.0
11354.4 ft-#
11354.4 ft-#
(continued on next page....
_5 I
V4.4B (c) 1983-95 ENERCALC SUMMIT TECHNOLOGY, KW0601315
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CANTILEVERED RETAINING WALL DESIGN
..... continued)
— STEM SUMMARY
Top Stem: From 0.00 ft to Top of Wall
8.00in Concrete w/ # 5 @ 7.00in, d= 6.1
f1c= 3000.Opsi, Fy= 60000.Opsi
Wall Wt.= 100.00psf, Bar Embed= 6.3in
Mu = 8472.9 <= Mn = 13547.3ft-#
Vu = 32.34 - Vn = 93.11psi
Interaction Value = 0.625
tin
8" CONC.
05 tb 7" Vert (b
05 lb 18 " Horiz
Date: 11/23/97
Page:
6
Ed L
It- 331
0 10/ 4"
01 1r,
'r
L
5- 77/ 16'
HEEL (top) : �5 0 " ox.
TOE (bot): "5 0 " ox.
*4 HORIZ. AS SHOWN
V4.4B (c) 1983-95 ENERCALC . SUMMIT TECHNOLOGY, KW0601315
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GENERAL CONTRACTOR GENERA 'S SUPT.
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Bellevue, WA 98005
425-747-5618 FAX 425-747-8561
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TIME ON SITE
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(206)747-5618 13256 N.E. 20th St. (Northup Way) #16
Fax 747-8561 Bellevue, WA 98005
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CITY OF EDMONDS SIDE SEWER PERMIT
9 0 1 9 PERMIT N 2 3939
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Address of Construction:
Property Legal Description (Include all easements):
DFPI
www
Owner and/or Contractor:
State License No.
x Single Family
El Multi -Family (No. of Units-)
El Commercial
El Public
EDMONDS
TREATMENT P1
Building Permit No. '�F 70 8-7 q
Invasion into City Right -of -Way - No 11 Yes
X
RW Construction Permit No.
I _�4 �
Cross other Private Propert . o Yes
Attach legal description and copy of recorded easement
I certty�that I have read and shall comply with all city requirements
as indicated on the back of the Permit Card.
Date
* CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION *
** PERMIT MUST BE POSTED ON JOB SITE **
White Copy: File Green Copy: I �sipector I Buff Copy: Applicant
Revised 3/90
The City of Edmonds Side Sewer Drawing EASEMENT NO . ..........................................
NEW CONSTRUCTION REPAIRS R LID NO . .................. ASMT. NO . ..................
OWNER............ ................................... ............................................. - CONTRACTOR .................................................................................... PERMIT NO. .34? -9..
JOB ADDRESS -Y --------- S1. +1% ..AVE ........ At... LEGAL DESCRIPTION: LOT NO - -------------------------------------- BLOCK NO . ....................................
.... ... .....
IV
0
9
PWW-0001 -11175 (REV. 11/78)
NAMEOF ADDITION ................................................ ------ ..........................................................
ErjH!.0flFDS
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DATE By ..... 1.4tet-4 ..... W ----------------------------
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NUMBER:.
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.6WNER NAME /NAME,OF BUSINESS
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CITY 41P TELEPHONE NUMBER' RW P ii ... ....... .0,
Required
EXISTINd REC'UIREO DEDICATION. S"LOUIZe Pfirhi I I . I I Req'o
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- .. 1 61 S'e
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driVeWays,.mar u a tc 'Will req4lre.separate permission. STATE SURCHARGE
Permit AppliCatio 86 qp�LjL
n
STORM DAAINAG F E
4hrilt Limit: t1ear - Provided Work Is Started Within 180 Dap
"Applicarit,.b6;6�boo'l.!,.'qf �'I� or her spouse, hEiei,,AsiignS'and], ItNGANSP66TION FEE
- U) cce6sofs in int 'I indemnify, 'defend:and"
-SU erqstl_agr�es to
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r I s�� the+ Ci m6ifiingtIi� '�'its' offi6iii
5.,-employees;L6nd'a0ents',f' r, �n aj!:.�Iaimp for damages V
�om pn� oijq'� I teat ly/frb
< Whatever nature, arising, directly mAhe issuance
of this permit. Is§uance'of'ih is perrp , It sh ' at I not be dearned-t6. PL I AN CHECK DIPOSIT
waive or reduce any�lrequlrement of any CityL Ordinance
tfi"
nor limit.'in any Way e.,City's�ablli,ty to enforce Any ordinance TOTAL AMOUNT, DUE
pr ovision.". .
01
I hereby+ ack nowledge- that. read this application-,' that tfii: P
information given is correct; and -that I am thd owner, or ati dUl ATTENTION* APPLICAT'ON A PRdVAL
Y.,
m
allthorized ' agent of the owner. I agree to co' ply with city'.arid%" THIS PER�iIT
-a.�permit until
qj ate -laws regulating constiuction; and in doing the Work auth6it AUTHORIZES This application is not
erson .1 will bie.ernployed in Vi olatio I n . of thblabor', ONLY THE e-building-Offidial or his/her
ed, thereby. no p Signed by th.
6+6f.thb State of Washington relating to W6rkmen'+s CoMpEihpj_,.� WORK NOTED
Deputy; and fee"i.awpald: an -receip is
0--:�� AlgijrI q%g'a','w- d'PICW 18.27'.� acknowl ed,,� ',ri,S,,C, provided.,
INSPECTION
U �(N E R�-AqE.NT) DATE,SIGNED DEPARTMENT
'S S1 NA UR�/ D
OFWIAL G T E ATE
CITY OF 519
EDMONDS
RELYASEDW: DATE
TTENT(O-4 CALL
A INSPECTION,
:ATAS -UNLAWFUL �TO USE OR:rOCCUPY�r
'A ILOING;:OR% STRUCTURE,
-UNTIL A'FINAL INSPECTION 'HAS BEEN MAbEL ANIJ. -APPROVAL OR 771 111111, '022.0 ORIGINAL File YELLOW. _.Inspector
'BEEN GRANTED. UBC'
A�L CERTIFICATE OF O.CCUPANCY HAS
StCTIONr log.
PINK — Owner. _GOLD�— Assessor,
102.8
PLANNING DATA
NAME: C-
- ]OLLe
SITE ADDRESS:_jq�foq Z,64& W-DATE:
ZONING: PLAN CHK#:
PROJECT DESCRIPTION:
CORNERLO (Yes/No)
SETBACKS:
FLAG LOT PO (Yes/No)
Required Setbacks:
Front: Left Side:10 Right Side: Rear:26
Actual Setb C S, A0
t
Front: Left Side: Right Side:- WIA -Rear:
Street map che ked for additio*nase7tback required?l&pae es/No)/4
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED Nn -1�7�,
LOT COVERAGE:
Maximum Allowed: Actual: A
BUILDING. HEIGHT:
Maximum Allowed:— -Actual Height:— 4///-,q
Datum Point: 55 e"46d Datum Elevation:2-T, 5- 11
A.D.U. CREATED?: N
SUBDIVISION:
CRITICAL AREAS #
SEPA DETERMINATION:
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APPROVED BY
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PERMIT COUNTER
STRErr"."l FILE
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FPERMIT EXPEES-4jiLl
CITY OF EDMONDS
USE PERMIT
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AS NUMBER
CONSTRUCTION PERMIT APPLICA I IUN
JOB
?�I'
ADDRESS SUITE/APT#
nue "
0 NER M I
INNER NAMEINAME OF BUSINESS
FMA0NG'AbDFfE§S
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SUBDIVISION NO.
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CITY ZIP
TELEPHONE
RW Pe—il Required 0
EXISTING — REQUIRED DEDICATION
Street Use Permit Req'd 0
/I//,.
Inspection Required 0
PROPOSED
0
NAME
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
I I
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ADDRESS
REMARKS
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STATE LICENSE NUMBER. EXPIRATION DATE
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SEORE�IEW
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REMAR I -
jlPl
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0 ADDITION
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0
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SIGN
11-/ lj�l - MAU -1. 0
41� qv&-
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REPAIR
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0
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TfIE O.F - - ' TR 4
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0
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11-
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CARPORT 0 ROCKERY
0
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SPECIAL INSPECTOR JARE
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ARE
OCCUPANT
LOAD
(TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
1
REMARKS
PROGRESS INSPECTIONS PER UBC 108
w
0
'01
NUMBER
OF
STORIES 2
'NufmifER"617
DWELLING
UNITS
CRITI
AREA
I NUMBER0
41.43 _:r2 odi�42-
"- 4, #t-1 15V
ToESCRIBE
WORK TO BE DONE . �1�
11
44 �t 44
FINAL INSPECTION
REOUIRED
VALUATION
FEE
PLAN CHECK FEE
HEAT SOURCE GLAZING % LOT SLOPE %
BUILDING
a ro
PLAN CHECK NO: VESTED DATE
PLUMBING
MECHANICAL
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
:5 DOMAIN (CURBS,SIDEWALKS, DRIVEWAYS, MARQUEES,ETC.) WILL REQUIRE
GRADING/FILL
t: SEPARATE PERMISSION.
Cc
STATE SURCHARGE
W PERMIT APPLICATION: 180 DAYS -
PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
STORM DRAINAGE FEES
W "APPLICANT, ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
ENG. INSPECTION FEE
_j
2 IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
cc EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLYOR INDIRECTLY
0 FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE, OF THIS PERMIT SHALL NOT BE
_j
0 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
PLAN CHECK DEPOSIT
x NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
TOTAL AMOUNT DUE
�1_1 o
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
This application is not a permit until signed by the
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION Building Official or his/her Deputy: and Fees are paid, and
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
receipt is acknowledged in space provided,
SIGNATURE( INNER OR AGENT) DATE SIGNED
(425)
OFEICI $1,SIGNA --9RE b
,7 ATE
4/_ 9?
771-0220
(4
k
'ATTENTION
REL A: D 13Y DATE
I 11,�! -
T,
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
,
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
ORIGINAL - FILE YELLOW LSPECTOR
PINK -OWNER GOLD - ASSESSOR
to
0
S TR FpTr -,
. !r
CITY OF EDMONDS
RECORD OF SHORT SUBDIVISION
'9 J P 2 0 Pt-i:31:
This is to certify that the properties as shown on the attached map (Exhibit "A") and
described as follows, 8 0 B TE
See Exhibit "B"
have been divided under the provisions of the Edmonds Subdivision Ordinance (Sec
20.75) File No. S-17-91 -subject to the following conditions and requirements:
1. Exhibit C, Hold Harmless.
2. Exhibit D, right-of-way maintenance agreement.
3. No tree clearing will be allowed on the site without first providing the City with a
tree clearing plan and obtaining the approval of the City for any clearing on site.
Clearing shall be limited to building pads, driveways and reasonable yard areas.
4. All building permit applications must be accompanied by a relandscaping plan.
The landscape plan must include native species to provide nesting and feeding
habitat for small birds and wildlife.
5. Setbacks on lots I and 2 have been determined through a modification and, thus
are vested as shown on the face of the map. Setbacks shown on lots 3 and 4 are
for reference only and vest no right.
I / we verify that I / we are the legal owner(s) of the property described above. I / we
warrant that all representations are true and correct and understand that in the event of
any misrepresentation or failure to comply with the conditions and regulations set forth
herein, the City of Edmonds shall have the right to declare that subdivisions void and
record a statement to that effect in the Grantor -Grantee's Index in the office of the
Snohomish County Auditor.
AUT HORIZED -1 Signed:
FOR RECORDING
CITY OF EDMONDS
PLAN
PAGE
STATE OF WASHINGTON)
ss:
COUNTY OF SNOHOMISH)
-On this day personally app <Z_-::�nk CA�3�_
.Eared bel?\re me
G
"Nknown -to be the individuals described in and who executed the within and
Jo
0 oln instrument, and acknowledged that _V�\ QL�-
signed the
J6 ta 4nd deed, for the uses and
\k TA,,i pakng� A A--�\ Q�� free and volun * ry act
oset therein mentioned.
/r, ur.p
% �iv6'n -tinder my hand and official seal thi
0.1
sc-4-,A-ay of t—�-
19—C
N
96iary Public in and for the'L-,'
State of Washington residing at
A
��7 a-c�cc-n
VOL. 2792PAGE1963
EXHIBIT A
CITY OF EDMONDS SHORT SUBDIVISION SEP
FILE # S-17-91
MR AND MRS SANDS
TRACT A,PLAT OF DOBSON PARK, VOL". 16,Pgs 90 & 91
IN THE NW-41 OF SEC. 18, TWN - 27N, R4E
Prepared by: 9/1/1993
Chenoweth and Associates, Inc. PS
18130 Midvale, Ave N
Seattle, WA. 98133
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LEGAL DESCRIPTION FOR S-17-91
CITY OF EDMONDS
OVERALL: EXHIBIT B
TRACT A, according to the plat of DOBSON PARK, as recorded in Volume 16
of plats on pages 90 and 91, records of Snohomish Co. WA.
Lot 1 ;
That portion of Tract A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish County WA. ,
described as follows:
Beginning at the southeast cornet, of said Tract A; thence N 005212011 E along
the east line of said Tract A for 204.00 feet to a point that is 30.00 feet south
of the northeast corner of said Tract A, said point is the start of a curve
(the radius point of said curve bears S 005212011 W a distance of 20.00 feet);
thence westerly along said curve for a distance of 11.78 feet to the end of
said curve; thence S 57'06'4511 W for 62.55 feet to the start of a curve (the
radius point of said curve bears S 3215311511 E a distance of 20.00 feet); thence
southwesterly along said curve for a distance of 19.63 feet to the end of said
curve; thence S 0052'2011 W for 12.63 feet; thence N 89'07140" W for 8.00 feet;
thence S 005212011 W for 110.00 feet to the south line of said Tract A; thence
S 70043'4311 E for 84.31 feet to the Point of Beginning.
Situated in the City of Edmonds, Snohomish Co. WA.
Containing 13,242 Sq. Ft.
Together with a .4L interest in a Tract X described as'follows:
TRACT X, PRIVATE ROAD AND UTILITY EASEMENT
That portion of TRACT A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish 'County -Wash. -
as follows;
Commencing at the Northeast corner of said TRACT A, DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 00521201, W along
said westerly margin for 10.00 feet to the Point of Beginning; said point being
the start of a curve (the radius point of said curve bears S 0052,2011 W a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said 'curve
a distance of 23.57 feet to the end of said curve; thence S 571061451, W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 32053115"W
a distance of 35.00 feet); thence southwesterly along said curve for a distance
of 20.62 feet to the end of said curve; thence N 8900714011 W for 66.35 feet;
thence S 0*5212011 W for 20.00 feet; thence S 89007'40" E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 0052'20" W a distance
of 20.00 feet); the.nce: easterly and southerly along the arc of said curve for
31.42 feet to the end of said curve; thence S 89007140'.' E for 16.00 feet; thence
N 0052'20" E for 12-63 feet to the start of a curve. (the radius point of said
curve bears S 89*07'40" E a distance of 20.00 feet)., thence . northeasterly
along said curve for a distance of 19.63 feet to the end of said cuve; thence
N 5790614511 E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 3205311511 E a distance of 20.00 feet); thence easterly along the
arc of said curve a distance of 11.78 feet to the end of said curve, said point
being on the westerly margin of 88th Ave W; thence N 005212011 E for 20.00
feet to -the Point of Beginning.
C H
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AUTHORIZED
FOR RECORONG
CITY OF EDMONDS
PLAN<.-�� ENGA06&
PAGE _S OF
CUE, NOWETH & ASSOMTES, INC.,
PROFESSIONAL LAND SURVEYORS
18130 hIIDVALE AVE. N. SUITE A
SEAME, WA 98133 $42-2188
%=IRES10/4/L�
0 19 2 0,,) 8 2 5
VOL. 2792PAGE 1965
Legal descriptions continued S-17-91
Lot 2: EXHIBIT B
That portion of Tract A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish, County WA.
described as follows:
Commencing at the southeast corner of said Tract A, DOBSON PARK; thence
N 70043'43" W along the southerly line of said Tract A for 8431 feet to the
Point of Beginning; thence continuing N 70143'43" W for 88.77 feet; 1hence
continuing along the said southerly line WEST for 75.00 feet to the southwest
corner of said Tract A; thence N 100211611 E for 70.00 feet; thence N 6810715011E
for 85.68 feet,to the southwest corner of a private road known as Tract X,
thence S 89107'40" E for 52.00 feet, to the start of a curve (the radius point of said
ourve bears S 0152 20" W a distance of 20.00 feet); thence southeasterly along
said curve for a distance of 31.42 feet to the end of said curve; thence S 8910714011E
for 8.00 feet; thence S 0152'2011 W for 110.00 feet to the Point of Beginning.
Situated in the City of Edmonds, Snohomish Co. WA.
Containing 15,892 Sq. Ft.
Together with a 14 interest in a TRACT X described as follows:
TRACT X, PRIVATE ROAD AND UTILITY EASEMENT
That portion of TRACT A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish County -Wash. -
as follows;
Commencing at the Northeast corner of said TRACT A, DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 0052'20" W along
said westerly margin for 10.00 feet to the Point of Beginning; sai,d point being
the start of a curve (the radius point of said curve bears S 00521201, W a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said 'curve. .
a distance of 23.57 feet to the end of said curve; thence S 57*0614511 W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 32*5311511W
a distance of 35.00 feet); thence southwesterly along said curve for a distance
of 20.62 feet to the end of said curve; thence N 89007140" W for 66.35 feet;
thence S 0052120" W for 20.00 feet; thence S 8900714011 E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 005212011 W a distance
of 20.00 feet); the.nce easterly and southerly along the arc of said curve for
31.42 feet to the end of said curve; thence S 8900714011 E for 16.00 feet; thence
N 0052'20" E for 12.63 feet to the start of a curve, (the radius point of said
curve bears S 89007'40" E a distance of 20.00 feet); thence northeasterly
along said curve for a distance of 19.63 feet to the end of said cuve; thence
N 57006145" E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 32053'15" E a distance of 20.00 feet); thence easterly along the
arc of said curve a distance of 11 .78 feet to the end of said curve, said point
being on the westerly margin of 88th Ave W; thence N 005212011 E for 20.00
feet to the Point of Beginning.
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AUTHORIZED
FOR RECORDING
CITY OF EDMONDS
PLAN �36—ENG
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CHEN 6"A V.- v;.4
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N. SUIT�i'l A
1,"-' 0114 WA '::421-2183
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VOL. 2792PAGE1966
Legal descriptions continued S-17-91
LOT -3 . EXHIBIT B
That portion of Tract A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish, County WA.
described as follows:
Beginning at the Northeast corner of said Tract A, DOBSON PARK, said corner
being on the southerly margin
of Olympic View Drive; thence S 67128,201, W
along the southerly margin for
87.17 feet; thence S 0152'20" W for 134.65 feet
to the northwest 'corner of a private road Known as Tract X; thence S 89007,401, E
along the north margin of sai-d
private road for 66.35 feet to the start of a
curve (the radius point of said
curve bears N 015212011 E a distance of 35.00 feet);
thence northeasterly along said
curve for 20,62 feet to the end of said curve;
thence N 5700614511 E for 62.52
feet to the start of a curve (the radius point of
said curve bears S 32153'15" E
a distance of 40.00 feet); thence northeasterly
along said curve for 23.57 feet
to the westerly margin of 88th Ave W; thence
N 015212011 E along said westerly
margin for 10.00 feet to the northeast corner
of said 'Tract A; thence N 8910714011
W for 80.00 feet; thence N 00 52,201, E
for 111.88 feet to the Point of
Beginning.
Situated in the City of Edmonds, Snohomish Co. WA
Containing 14,496 Sq. Ft.
Subject to a permanent utility easement over the west 10.00 feet thereof
And:
Subject to a permanent easement for storm sewer purposes that is 10.00 feet
wide with the center line of said easement being described as follows: commencing
at the northeast corner of Tract A of said DOBSON PARK ( Volume16 of plats
pgs. 90 and 91), said corner being on the westerly margin of 88 th. Ave W;
thence S 015212011 W along the westerly margin of 88th. Ave. W for 6.30 feet
to the Point of Beginning of said centerline; thence S 6915415511 W for 249.48
feet; thence N 7027'15" W for 40.65 feet more or less to the westerly line of
said Tract A, DOBSON PARK and the -end of said easement.
Together with a 14 interest in a TRACT X described as follows:
TRACT X. PRIVATE ROAD AND UTILITY EASEMENT
That portion of TRACT A, according to the'plat of DOBSON PARKi as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish County -Wash. -
as follows;
Commencing at the Northeast corner of said TRACT A. DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 0052'20" W along
said westerly margin for 10-00 feet to the Point of Beginning; said point being
the start of a curve (the radius point of said curve bears S 0152120" W a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said curve
a distance of 23.57 feet to the end of said curve; thence S 57'06'45" W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 3215311511W
a distance of 35.00 feet); thence southwesterly along said curve for a distance
of 20.62 feet to the end of said curve; thence N 8900714011 W for 66.35 feet;
thence S 005212011 W for 20.00 feet; thence S 89007140" E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 0'52'20" W a distance
of 20.00 feet); the-nce.. easterly and southerly along the arc. of said curve for
flot tg % C010 Of Hi� CHUM-' t Ong* C 0000311,011 C C -
en 0 sai curve; t�ence S 8900714011 E for 16.00 feet; thence
N 0'52'20" E for 12.63 feet to the start of a curve.(the radius point of said
curve bears S 89*07'40" E a distance of 20.00 feet); thence northeasterly
along said curve for a distance of 19.63 feet to the end of said cuve; thence
N 57006'45" E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 3205311511 E a distance of 20.00 feet); thence easterly along the
arc of said curve a distance of 11.78 feet to the end of said curve, said point
being on the westerly margin of 88th Ave W; thence N 005212011 E for 20.00
feet to the Point of Beginning.
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AUTHORIZED
FOR RECORDINQ
CITY OF EDMONQ,�
EXPIRES10/4/ 01/
VOL.
PLAN ENO
PAGE
2792PAOE 1967
V
EXHIBIT B
Legal descriptions continued S-17-98
LOT+
That -portion of Tract A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish, County WA.
described as follows:
Commencing at the southwest corner of said Tract A; thence N 10021161, E
along the west line of said Tract A for 70.00 feet to the Point of Beginning;
thence N 68007 5011 E for 85.68 feet to the southwest corner of a private
road known as Tract X; thence N 0'52120" E for 154.65 feet to the northerly
line of said Tract A; thence S 6712812011 W for 57.35 feet to the start of a
curve ; thence continuing along the northerly line of said Tract A along the
curve for 27.86 feet to the northwest corner of said Tract A; thence S 010211611W
fpr 154.86 feet to the Point of Beginning
Situated in the City of Edmonds, Snohomish Co. WA
containing 12153 Sq. Ft.
Subject to a permanent utility easement over the east 10.00 feet thereof and
over the northerly 20.00 feet thereof
And:
Subject to a permanent easement for storm sewer purposes that is 10.00 feet
wide with the center line of said easement being described as follows: commencing
at the northeast corner of Tract A of said DOBSON PARK ( Volume16 of plats
pgs. 90 and 91 ), said corner being on the westerly margin of 88 th. Ave W;
thence S 005212011 W along the wester.ly margin of 88th Ave. W for 6.30 feet
to the Point of Beginning of said centerline; thence S 69154'55" W for 249.48
feet; thence N 702711511 W for 40.65 feet more or less to the westerly line of
said Tract A, DOBSON PARK and the end of said easement.
Together with a -41 interest in a TRACT X described as follows:
TRACT X. PRIVATE ROAD AND UTILITY EASEMENT
That portion of TRACT A. according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91. records of Snohomish 'County Wash.
as follows;
Commencing at the Northeast corner of said TRACT A, DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 005212011 W along
said westerly margin for 10.00 feet to the Point of Beginning; said point being
the start of a curve (the radius point of said curve bears S 0'52'20" W a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said 'curve
a distance of 23.57 feet to the end of said curve; thence S 57006'4511 W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 3215311511W
a distance of 35.00 feet); thence southwesterly along said curve for a distance
of 20.62.feet to the end of said curve; thence N 8900714011 W for 66.35 feet;
thence S 0152'2011 W for 20.00 feet; thence S 89007140" E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 0052'20" W a distance
of 20.00 feet); the.nce easterly and southerly along the arc of said curve for
31.42 feet tu the end of said curve; thence S 89007140" E for 16.00 feet; thence
N 0*52'20" E for 12.63 feet to the start of a curve, (the radius point of said
curve bears S 89007'40" E a distance of 20.00 feet); thence northeasterly
along said curve for a distance of 19.63 feet to the end of sa id cuve; thence
N .57*06'4511 E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 32053'15" E a distance of 20.00 feet); thence easterly along the
arc of said curve a distance of 11 .78 feet to the end of said curve, said point
being* on the westerly margin of 88th Ave W; thence N 00S212011 E for 20.00
feet to 'the Point of Beginning.
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C"NZ/VAL LAM)
EXPIRES10/0-0/7
U I MUNIZ-Mu
FOR RECORDING
r,ITY OF EDMONDS
PLAN ENG ( . i.
PAGE OF
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CHEM"',
1NI. 411..T'i� AL
VI'A. �8133 1c... 2. � 188
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0 9 204) 82,5� VOL. 2792PAGE1968
o, I
City of Edmonds S-17-9L
Private road clescription: EXHIBIT B
TRACT X, PRIVATE ROAD AND UTIL.ITY EASEMENT
That portion of TRACT A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish 'County -Wash. -
as follows;
Commencing at the -Northeast corner of said TRACT A, DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 005212011 W along
said westerly margin for 10-00 feet to the Point of Beginning; said point being
the start of a curve (the radius point of said curve bears S 0"52'20" W a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said 'curve
a distance of 23.57 feet to the end of said curve; thence S 57006'45" W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 3215311511W
a distance of 35.00 feet); thence southwesterly along said curve for a distance
of 20.62 feet to the end of said curve; thence N 8900714011 W for 66.35 feet;
thence S 015212011 W for 20.00 feet; thence S 89107140" E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 0052'20" W a distance
of 20.00 feet); the.nce easterly and southerly along the arc of 'said curve for
31.42 feeL to the end of said curve; thence S 8900714011 E for 16.00 feet; thence
N 0'5212011 E for 12.6.3 feet to the start of a curveAthe radius point of said
curve bears S 8900714011 E a distance of 20.00 feet); thence northeasterly
along said curve for a distance of 19.63 feet to the end of said cuve; thence
N 57*0614511 E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 32053'15" E a distance of 20.00 feet);- thence easterly along the
arc of said curve a distance of 11 .78 feet to the end of said curve, said point
being on the westerly margin of 88th Ave W; thence N 0052'20" E for 20.00
feet to -the Point of Beginning.
U
EXPIRESIO/4/
-i�AKIIF3
AlUTHORIZED
FOR RECORDING
CITY OF EDMONDS
PLAN ENC
PAGE -7 oF
A
P.r,
OV.-A S
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`-I", WA 1,S133 S42-Z- 1,
C
YOL. 279 2 PAGE 1969
$I
File Nuniber
I W0 of I I 4M
HOLD HARNEESS AGREEMENT
Owner, and all persons having any present or subsequent ownership interest in these lands,
and the successors and assigns of owners or other parties having any said interest, hereby
agree that the City of Edmonds shall be held hanWess in all respects from any and all
claims for damages for -injunctive relief which may be occasioned now or'in the future to
adjacent land or improvements by reason of the construction, operation and maintenance
of the drainage system and hereby waive and release the City of Edmonds from any and all
claims for damages, excluding damage caused solely by an act or omission of said City and
injunctive relief which the owners, or their successors or assigns, may themselves have
now or in the future by reason of the construction, maintenance and operation of said
drainage system.
AUTHOR11-ZED
FOR RECORD'iNG
CITY OF EDMONDS
PAGE 0 OF
11
AUTHORZED
FOR RECORDING
WY OF EDMONDS
13Y - 0--
PAGk�.-. OF
VOL. 2792PA6EI970
EXHIBIT D
)(AINTENANCE AGREEMENT FOR INGRESS/EGRESS
PRIVATE ROAD
Maintenance, operation, repair and/or
reconstruction, as intended in this declaration,
apply to all necessary materials and labor required
to maintain a stable and usable road surface for
ingress and egress of said private road
(Tract "X"). The cost of said maintenance,
operation and repair and/or reconstruction shall
also be borne equally and Jointly by the owners,
their heirs, successors and assigns, of Lots 1, 2,3
and4-*as shown on Edmonds Short Plat 5-1-7-cli
AUTHORIZED
FOR RECORDING
CITY OF EDMONDS
') t;
PAGE
AUTH0s-1!Z-"7D
FOR RECORDMING
CITY OF EDMONDS
By..
PAGi= OF
I
9 0 01 2 5 VOL. 2792PAoEI971
.I -
CITY OF EDMONDS R
RECORD OF SHORT SUBDIVISION
'93 �)'P 20 Pill
This is to certify that the properties as �shown on the attached map (Exhibit "A") and
described as follows, BOB TEP�.'
See Exhibit "B"
have been divided under the provisions of the Edmonds Subdivision Ordinance (Sec
20.75) File No. S-17-91 -subject to the following conditions and requirements:
I . Exhibit C, Hold Harmless.
2. Exhibit D, right-of-way maintenance agreement.
3. No tree clearing will be allowed on the site without first providing the City with a
tree clearing plan and obtaining the approval of the City for any clearing on site.
Clearing shall be limited to building pads, driveways and reasonable yard areas.
4. All building permit applications must be accompanied by a relandscaping plan.
The landscape plan must include native species to provide nesting and feeding
habitat for small birds and wildlife.
5. Setbacks on lots I and 2 have been determined through a modification and, thus
are vested as shown on the face of the map. Setbacks shown on lots 3 and 4 are
for reference only and vest no right.
I / we verify that I / we are the legal owner(s) of the property described above. I / we
warrant that all representations are true and correct and understand that in the event of
any misrepresentation or failure to comply with the conditions and regulatio . ns set forth
herein, the City of Edmonds shall have the right to declare that subdivisions void and
record a statement to that effect in. the Grantor -Grantee's Index in the office of the
Snohomish County Auditor.
Signed:
AUT HORIZED
FOR RECORDING
CITY OF EDMONDS
PA Ga E
STATE OF WASHINGTON)
ss:
COUNTY OF SNOHOMISH)
.,,—...On this day personally
XWO
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G�.
Jq me\nown to be the individuals described in and who executed the within and
/ '6iln instrument, and acknowledged that signed the
for the uses and
.Q Tk,,paknqk4 free and voluntary act *d deed,
purposeCtherein mentioned.
Lo .
% "Give"n tnder my hand and official sea
1. this,&��ay of 19—
Ao—tary Public in and f6r'the17_
State of Washington residing at
C-),
va. 2792PAGE1963
EXHIBIT A
CITY OF EDMONDS SHORT SUBDIVISION - P
.S Lot),%
FILE # S-17-91 kivo/lv . jj
MR AND MRS SANDS
TRACT A,PLAT OF DOBSON PARK, VOL. 16,Pgs 90 & 91 4)�//VG
IN THE NW-41 OF SEC. 18, TWN. 27N, R4E
Prepared by:
Chenoweth and Associates, Inc. PS
18130 Midvale, Ave N
Seattle, WA. 98133
206-542-2188
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VOL. Z7 9 JFV Zj-
OVERALL:
LEGAL DESCRIPTION FOR S-17-91
CITY OF EDMONDS
EXHIBIT B
TRACT A, according to the plat of DOBSON PARK, as recorded in Volume 16
of plats on pages 90 and 91, records of Snohomish Co. WA.
Lot 1;
That portion of Tract A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish County WA. ,
described as follows:
Beginning at the southeast corner of said Tract A; thence N 01521201, E along
the east line of said Tract A for 204.00 feet to a point that is 30.00 feet south
of the northeast corner of said Tract A, said point is the start of a curve
(the radius point of said curve bears S 015212011 W a distance of 20.00 feet);
thence westerly along said curve for a distance of 11.78 feet to the end of
said curve; thence S 5700614511 W for 62.55 feet to the start of a curve (the
radius point of said curve bears S 32153'15" E a distance of 20.00 feet); thence
southwesterly along said curve for a distance of 19.63 feet to the end of said
curve; thence S 0052'20" W for 12.63 feet; thence N 89*0714011 W for 8.00 feet;
thence S 005212011 W for 110.00 feet to the south line of said Tract A; thence
S 70'43'4311 E for 84.31 feet to the Point of Beginning.
Situated in the City of Edmonds., Snohomish Co. WA.
Containing 13,242 Sq. Ft.
Together with a -41'interest in a Tract X described as'follows:
TRACT X, PRIVATE ROAD AND UTILITY EASEMENT
That portion of TRACT A, according to the plat of DOBSON PARK, as recorded
in Volume 16 of plats on pages 90 and 91, records of Snohomish 'County -Wash. -
as follows;
Commencing at the Northeast corner of said TRACT A, DOBSON PARK, said
point being on the westerly margin of 88th Ave. W; thence S 0152,20" W along
said westerly margin for 10 - 00 feet to the Point of Beginning; said point being
the start of a curve (the radius poi'nt of said curve bears S 005212011 W,a distance
of 40.00 feet); thence in a southwesterly direction along the arc of said curve
a distance of 23.57 feet 'to the end of said curve; thence S 57'06,45" W for 62.52
feet to the start of a curve ( the radius point of said curve bears N 3215311511W
a distance of 35.00 feet); thence southwesterly along said curve for a' distance
of 20.62 feet to the end of said curve; thence N 8910714011 W for 66.35 feet;
thence S 0*52'2011 W for 20.00 feet; thence S 89*07'40" E for 52.00 feet to the
start of a curve (the radius point of said curve bears S 005212011 W a distance
of 20.00 feet); the.ncL- easterly and southerly along the arc of said curve for
31.42 feet to the end of said curve; thence S 89*07140" E for 16.00 feet; thence
N 0052120" E for 12.63 feet to the start of a curve, (the radius point of said
curve bears S 89007140" E a distance of 20.00 feet); thence northeasterly
along said curve for a distance of 19.63 feet to the end of said cuve; thence
N 57PO614511 E for 62.55 feet to the start of a curve (the radius point of said
curve bears S 32*53'15" E a distance of 20.00 feet); thence easterly along the
arc of said curve a distance of 11.78 feet to the end of said curve, said point
being on the westerly margin of 88th Ave W; thence N 0152'2011 E for 20.00
feet to -the Point of Beginning.
WA
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9567 ji- A
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L AUTHOR14"'CED
F0111 RECORDiNG
CITY OF EDMONDS
PLAN<'� ENG.,&_11
PAGE OF
,!. r 'NJ I -I
CRE,NOWETH&ASSOCLLI..,i,S,INC.,�-
PROFESSIONAL LAND SURVEYORS
18130 NIIDVALE AVE. N. SUITE A
SEATTLE, WA 98133 542-2188
%a��PIRE�1�0/4/
)00920�)825
VOL. 2792PAGE1965
EXHIBIT D
MAINTENANCE AGREEMENT FOR INGRESS/EGRESS
PRIVATE ROAD
Maintenance, operation, repair and/or
reconstruction, as intended in this declaration,
apply to all necessary materials and labor required
to maintain a stable and usable road surface for
ingress and egress of said private road
(Tract "X"). The cost of said maintenance,
operation and repair and/or reconstruction shall
also be borne equally and Jointly by the owners,
their heirs, successors and assigns, of Lots 1, 2,3
and 4- as shown on Edmonds Short Plat 5 - 1'7 -c7 I
AUTHORIZED
FOR RECORDING
CITY OF EDMONDS
IDLAN
PAGE
AUTH06-12ZID
FOR RECORDING
CITY OF EDMONDS
BY
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DATE, PREPARED: 'MAY, It 1997,
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LEGEND
FOUND REBAR
BLDG SETPACK LINE (BSBL)
EXISTING CONTOURS
EDGE OF PAVEMENT
PROPOSED LOT LINES
EASEMENT
FLOW DIREC11ON
wo PROPOSED CONTOURS
PROPOSED YARD DRAIN (PIPE INC TYPE 45)
PROPOSED DOWNSPOUT LOCATION
PkOP05EID SPOr 6LEVATION
J
0: _r
GARBE—WEU.ER'GkADItNG
PLAN
OWNER-
GARBE—wELLER CDNSTRUCTIOI� CO.
12616 49TVA Ava4uE WEST
MUKILTEO, WA. '98275-5600
(206) 745-8613, FAY, 745-8902
ENGINEER:*
t
.:Ronald K. Riacht P.E., d.b.d. JRR Engine'ring
e
OF
16030 52ND Ave. W., Edmondsi WA. 98026
(206) .745-17.66, FAX 742-5221
SHEM
SqL
C� � b4
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